CN103898910A - Method for anchoring trestle steel pipe piles on seabed rock bare landform - Google Patents
Method for anchoring trestle steel pipe piles on seabed rock bare landform Download PDFInfo
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- CN103898910A CN103898910A CN201410083929.5A CN201410083929A CN103898910A CN 103898910 A CN103898910 A CN 103898910A CN 201410083929 A CN201410083929 A CN 201410083929A CN 103898910 A CN103898910 A CN 103898910A
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- steel pipe
- pipe pile
- landforms
- exposed
- trestle
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 93
- 239000010959 steel Substances 0.000 title claims abstract description 93
- 239000011435 rock Substances 0.000 title claims abstract description 32
- 238000000034 method Methods 0.000 title claims abstract description 29
- 238000004873 anchoring Methods 0.000 title claims abstract description 21
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 8
- 238000005553 drilling Methods 0.000 claims description 14
- 238000012546 transfer Methods 0.000 claims description 10
- 238000007569 slipcasting Methods 0.000 claims description 4
- 238000013461 design Methods 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 3
- 239000000463 material Substances 0.000 abstract description 3
- 239000004576 sand Substances 0.000 description 11
- 231100000241 scar Toxicity 0.000 description 7
- 238000010276 construction Methods 0.000 description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 5
- 238000010586 diagram Methods 0.000 description 4
- 239000002893 slag Substances 0.000 description 4
- 239000000203 mixture Substances 0.000 description 3
- 238000003466 welding Methods 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 241001494479 Pecora Species 0.000 description 1
- 241001074085 Scophthalmus aquosus Species 0.000 description 1
- 230000002159 abnormal effect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 230000009191 jumping Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 125000006850 spacer group Chemical group 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
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- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a method for anchoring trestle steel pipe piles on a seabed rock bare landform. The method includes the following steps that first, a steel pipe pile assisting platform is manufactured and steel pipe piles are preliminarily erected; second, concrete is poured in steel pipes underwater; third, holes are drilled in the concrete in the steel pipes, and the concrete is drilled through till a preset depth below the bed rock face is reached; fourth, anchor rods are placed in the drilled holes, and mortar is pressed in the drilled holes. The method for anchoring trestle steel pipe piles on the seabed rock bare landform solves the problem that steel pipe piles cannot be driven in the seabed rock bare landform through traditional hammering or vibration, achieves stable connection between the steel pipe piles and rock and has the advantages of being easy to operate, little in material consumption, stable, reliable and high in economic benefit.
Description
Technical field
The present invention relates to trestle steel pipe pile anchoring process on the exposed landforms of a kind of marine rock.
Background technology
In prior art, the construction of sea berth steel pipe pile, according to seabottom geology condition difference, construction method is different, for there being covering layer area generally to adopt pile driving barge pile driving method by hammer, or vibrosinking, for the exposed landforms of marine rock, the general clump of piles that adopts in area is stable among a small circle, the mode that steel pipe pile is directly sitting on basement rock or adopts bored pile to be combined with steel pipe pile, but there is no more ripe construction method for the area that the exposed landforms scope of rock larger area especially scar discrepancy in elevation big rise and fall and trestle circuit are grown.
Summary of the invention
The object of this invention is to provide trestle steel pipe pile anchoring process on the exposed landforms of a kind of marine rock.
The technical scheme that the present invention adopted is for achieving the above object: trestle steel pipe pile anchoring process on the exposed landforms of a kind of marine rock, comprises the following steps:
A, make steel pipe pile assistance platform and tentatively prop up vertical steel pipe pile;
B, carry out underwater concreting in steel pipe;
C, steel pipe inner concrete is holed, drill concrete until reach the following desired depth of bedrock surface;
D, boring in transfer anchor pole and be pressed into mortar.
In described steps A, steel pipe pile assistance platform can carry out leveling by telescopic supporting leg.
Described telescopic supporting leg is that big steel pipe overlaps little steel tubular structure.
In described steps A, steel pipe pile assistance platform plane is equilateral triangle.
In described step B, in steel pipe, underwater concreting adopts vertical duct method.
Long and the stake inner concrete height of the pre-test of holing in described step C steel pipe pile stake, determines drilling depth.
After drilling concrete, continue to creep into until reach design anchorage depth.
In described step D, by anchor pole and Grouting Pipe colligation, the hole of holding successfully in advance through anchor pole top with rope, transfers along sleeve pipe, transfers after at the bottom of hole and starts slip casting.
Trestle steel pipe pile anchoring process on the exposed landforms of a kind of marine rock of the present invention, solve the problem that steel pipe pile cannot adopt traditional hammering or vibration to squeeze on the exposed landforms of marine rock, having realized steel pipe pile is connected with the firm of rock, have simple to operate, material consumption is few, the feature reliable and stable, economic benefit is high.
Brief description of the drawings
Fig. 1 is the vertical schematic diagram of the steel pipe pile positioning support of trestle steel pipe pile anchoring process on the exposed landforms of a kind of marine rock of the present invention.
Fig. 2 is the steel pipe pile Zhi Lihou bottom sand pocket pile schematic diagram of trestle steel pipe pile anchoring process on the exposed landforms of a kind of marine rock of the present invention.
Fig. 3 is the anchor rod anchored schematic diagram of trestle steel pipe pile anchoring process on the exposed landforms of a kind of marine rock of the present invention.
Fig. 4 is the Grouting Pipe of trestle steel pipe pile anchoring process and the relative position schematic diagram of anchor pole on the exposed landforms of a kind of marine rock of the present invention.
In figure: 1, auxiliary positioning platform; 2, link; 3, steel pipe pile; 4, sand pocket; 5, interim fulcrum; 6, concrete; 7, scar; 8, mortar; 9, anchor pole; 10, Grouting Pipe.
Detailed description of the invention
As shown in Figures 1 to 4, trestle steel pipe pile anchoring process on the exposed landforms of marine rock, comprise the following steps: A, make steel pipe pile assistance platform and tentatively prop up vertical steel pipe pile, at sea Zhi Liding position steel pipe pile need to complete by auxiliary positioning platform, auxiliary positioning platform 1 can carry out the landforms that leveling rises and falls to be suitable for seabed height, leveling realizes by telescopic supporting leg, supporting leg is the structure that big steel pipe overlaps little steel pipe, little steel pipe can freely jump in big steel pipe, after 1 leveling of auxiliary positioning platform, spacer pin on little steel pipe is stuck on the clamp of big steel pipe, thereby limit jumping of little steel pipe, keep auxiliary positioning platform level, after the leveling of assistance platform coarse positioning, refute the loop wheel machine steel pipe pile of slinging and position Zhi Li side, after having located and other propped up the steel pipe pile having stood and carried out lateral, levelling auxiliary positioning platform plane is equilateral triangle, internal lining pipe and outer tube length are determined according to construction area depth of water situation, while needing to ensure climax, tripod is in the time of minimum scar, top top bracing still can surface, between top bracing, completely spread as operation platform with steel plate, railing is established on two limits of triangle, another limit need be set up link 2 and do not established railing, on outer tube top, mouth is opened vertical two symmetrical notches downwards, draw hole baffle plate two two meters long of notch two side welds, open 0.08 meter of circular hole of diameter at mouthful downward 2.5 meters of, inner tube top, auxiliary positioning platform erection adopts jack to realize, auxiliary positioning platform is transferred by just refuting loop wheel machine, GPS auxiliary positioning, and between interim fulcrum 5, distance is less than link 2 length, locating platform is relative with interim fulcrum 5 without railing one side, loop wheel machine decoupling device after position meets the demands, manually pull steel pipe pile both sides jack leveling locating platform, locating platform level has been blocked gear shaft later, after locating platform leveling is complete, between locating platform and square refuting, set up springboard, facilitate personnel upper and lower, emit the position of steel pipe pile 3 in link 2 both sides, weld temporary guide structure with angle steel, according to leading truck position, transfer steel pipe pile 3, diver checks at the bottom of snag whether situation is solid naked rock, if any covering layer or cannot need use vibrating hammer pile sinking by estimate of situation, until can not sink, steel pipe, 3 and link 2 between spot welding be connected temporarily, after two steel pipe piles are in place, carry out lateral and bridging welding, steel pipe pile top adds interim lateral provides fulcrum for next circulation of link, for reducing to greatest extent the impact of tidewater, the on-the-spot shortening connect hours, employing tender is manned, springboard people from station set up with the operations simultaneously of many electric welding machines in steel pipe pile side, be required to be every steel pipe pile for bonding campshed is stable and add two Splaylegs supports, Splayleg supports with ground need keep 60 degree left and right angles, diver coordinates the support of the searching Eight characters to stablize fulcrum under water under water, between each row's steel pipe pile and upper row's steel pipe pile, carry out interim vertical company, make to connect between pier and pier entirety and set up the condition that provides for drilling platform, lateral and support complete after, remove link and interim being connected between fulcrum and tripod, carry out the construction of next row, now no longer need interim fulcrum, link can be placed on one and arrange on the stake top bracing having stood, staking out arrives after some, need carry out concrete leveling to scar at the bottom of stake and around, levelling scope outward flange is piled up sand pocket 4, build underwater concrete and need ensure that stake position surrounding concrete toe is positioned on reverse slope, scar is sand more at ordinary times, 4 keep 50cm distance with steel pipe pile 3, highly exceed steel pipe pile 30-40cm, scar inclination need add sand pocket input amount when larger, increase sand pocket wall thick, while preventing concreting, wash upside down sand pocket wall, B, carry out underwater concreting in steel pipe, steel pipe pile Zhi Li completes and does after interim lateral, diver checks the gap situation that steel pipe pile bottom contacts with scar, as gap more adopts sand pocket 4 pile around steel pipe pile 3, after steel pipe bottom check processing completes, adopt mix ship that tremie placing underwater concrete is installed in steel pipe pile, pouring underwater concrete adopts vertical duct method, control conduit and be less than 0.5m apart from the distance at the bottom of stake, go out catheter length according to the calculation of the length of bored pile, before being installed, funnel checks distortion and ring wear situation, and ensure that inside pipe wall is smooth straight, the mortar adhering to is cleaned out, concrete 6 adopts mixer ship to stir, C30 is discrete concrete not, the strict concrete mix of controlling in whipping process, loop wheel machine hangs funnel and conduit is placed on the leakage of steel pipe pile top, mix ship pumped concrete 6 enters funnel, after reaching calculating side's amount, the auxiliary hook of loop wheel machine is extracted funnel piston fast, concrete 6 entirety fall into water, measure stake inner concrete height, do not meet after requirement for height, calculating demanding party of institute amount continues to build, until stake inner concrete height meets 2m requirement, C, steel pipe inner concrete is holed, drill concrete until reach the following desired depth of bedrock surface 7, the concrete of building in steel pipe reaches after requirement of strength, lay interim drilling platform at steel pipe pile top, and adopt geological drilling rig to hole to pipe inner concrete, after drilling concrete, continue to creep into until reach design anchorage depth, long and the stake inner concrete height of boring pre-test stake, determine drilling depth, while being greater than 2.5m as the stake inner concrete degree of depth while creeping into, need transfer 168mm sleeve pipe every slag, as the stake inner concrete degree of depth is less than 2.5m without transferring sleeve pipe, in drilling process, observe drilling depth and return slag situation, meet not the situations such as drilling depth and return slag be abnormal, need stop after brill ascertains the reason to continue again to creep into, judge according to run of steel and return slag material whether drilling rod enters rock, ensure into the rock degree of depth, D, in boring, transfer anchor pole and be pressed into mortar, after boring, rig elevator is mentioned anchor pole 9 hand-holes, remove anchor pole snap ring anchor pole freely falling body at the bottom of hole, anchor pole 9 is made bottom by Q345 angle steel and is opened wedge-shaped opening in order to mud jacking, after anchor pole is transferred, mud jacking will be carried out at the bottom of Grouting Pipe patchhole, sand 8 is pressed into by pneumatic mortar machine, along with preventing pipe laying, slurry face rising hoisting grouting pipe 10 crosses dark insufficient pressure, mud jacking finishes mud jacking after reaching predetermined party amount, hole depth reaches after requirement, drilling rod is proposed, by anchor pole 9 and Grouting Pipe 10 iron wire colligation, colligation does not need sacrifices consisting of an ox, a sheep and a pig Grouting Pipe not come off, with transferring along sleeve pipe in the hole that rope is held successfully in advance through anchor pole top, transfer to shove pump after at the bottom of hole and start slip casting, mortar quality is the key of this technique, must be in strict accordance with match ratio mixing, for preventing jam of grouting pipe, fine sand must sieve, fine sand consumption adopts platform balance metering, Admixture consumption adopts graduated cylinder metering, Grouting Pipe and sleeve pipe are proposed after slip casting is complete immediately, in case at the bottom of brush pump water injection hole.
Claims (8)
1. a trestle steel pipe pile anchoring process on the exposed landforms of marine rock, is characterized in that, comprises the following steps:
A, make steel pipe pile assistance platform and tentatively prop up vertical steel pipe pile;
B, carry out underwater concreting in steel pipe;
C, steel pipe inner concrete is holed, drill concrete until reach the following desired depth of bedrock surface;
D, boring in transfer anchor pole and be pressed into mortar.
2. trestle steel pipe pile anchoring process on the exposed landforms of a kind of marine rock according to claim 1, is characterized in that: in described steps A, steel pipe pile assistance platform can carry out leveling by telescopic supporting leg.
3. trestle steel pipe pile anchoring process on the exposed landforms of a kind of marine rock according to claim 2, is characterized in that: described telescopic supporting leg is that big steel pipe overlaps little steel tubular structure.
4. trestle steel pipe pile anchoring process on the exposed landforms of a kind of marine rock according to claim 1, is characterized in that: in described steps A, steel pipe pile assistance platform plane is equilateral triangle.
5. trestle steel pipe pile anchoring process on the exposed landforms of a kind of marine rock according to claim 1, is characterized in that: in described step B, in steel pipe, underwater concreting adopts vertical duct method.
6. trestle steel pipe pile anchoring process on the exposed landforms of a kind of marine rock according to claim 1, is characterized in that: the long and stake inner concrete height of the pre-test of holing in described step C steel pipe pile stake, determine drilling depth.
7. trestle steel pipe pile anchoring process on the exposed landforms of a kind of marine rock according to claim 6, is characterized in that: after drilling concrete, continue to creep into until reach design anchorage depth.
8. trestle steel pipe pile anchoring process on the exposed landforms of a kind of marine rock according to claim 1, it is characterized in that: in described step D by anchor pole and Grouting Pipe colligation, the hole of holding successfully in advance through anchor pole top with rope, transfers along sleeve pipe, transfers after at the bottom of hole and starts slip casting.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410083929.5A CN103898910A (en) | 2014-03-10 | 2014-03-10 | Method for anchoring trestle steel pipe piles on seabed rock bare landform |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410083929.5A CN103898910A (en) | 2014-03-10 | 2014-03-10 | Method for anchoring trestle steel pipe piles on seabed rock bare landform |
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| CN103898910A true CN103898910A (en) | 2014-07-02 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410083929.5A Pending CN103898910A (en) | 2014-03-10 | 2014-03-10 | Method for anchoring trestle steel pipe piles on seabed rock bare landform |
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| CN (1) | CN103898910A (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105239573A (en) * | 2015-10-28 | 2016-01-13 | 浙江省交通工程建设集团有限公司第二分公司 | Rock anchoring construction method for implanted pipe of structural steel trestle |
| CN107386285A (en) * | 2017-08-03 | 2017-11-24 | 中铁六局集团有限公司 | A kind of novel steel tube pile foundation rock borehole anchorage method |
| CN108625386A (en) * | 2018-07-24 | 2018-10-09 | 中铁七局集团第二工程有限公司 | A kind of Conveyor belt steel pipe spliced pile and construction method |
| CN110847047A (en) * | 2019-11-21 | 2020-02-28 | 中交第二航务工程局有限公司 | Open sea bare rock trestle construction method |
| CN115404897A (en) * | 2022-10-08 | 2022-11-29 | 中国电建集团成都勘测设计研究院有限公司 | Construction method of marine composite foundation |
| CN116043906A (en) * | 2022-12-07 | 2023-05-02 | 保利长大工程有限公司 | Anchoring construction method for steel pipe pile in underwater bare rock area |
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| KR100712191B1 (en) * | 2005-12-29 | 2007-04-27 | 한국해양연구원 | File penetration device and method using pile anchor and winch |
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2014
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105239573A (en) * | 2015-10-28 | 2016-01-13 | 浙江省交通工程建设集团有限公司第二分公司 | Rock anchoring construction method for implanted pipe of structural steel trestle |
| CN107386285A (en) * | 2017-08-03 | 2017-11-24 | 中铁六局集团有限公司 | A kind of novel steel tube pile foundation rock borehole anchorage method |
| CN108625386A (en) * | 2018-07-24 | 2018-10-09 | 中铁七局集团第二工程有限公司 | A kind of Conveyor belt steel pipe spliced pile and construction method |
| CN110847047A (en) * | 2019-11-21 | 2020-02-28 | 中交第二航务工程局有限公司 | Open sea bare rock trestle construction method |
| CN110847047B (en) * | 2019-11-21 | 2021-11-26 | 中交二航局第一工程有限公司 | Open sea bare rock trestle construction method |
| CN115404897A (en) * | 2022-10-08 | 2022-11-29 | 中国电建集团成都勘测设计研究院有限公司 | Construction method of marine composite foundation |
| CN116043906A (en) * | 2022-12-07 | 2023-05-02 | 保利长大工程有限公司 | Anchoring construction method for steel pipe pile in underwater bare rock area |
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Application publication date: 20140702 |