CN204780870U - Complicated waters slope scar major diameter drilling bored concrete pile - Google Patents
Complicated waters slope scar major diameter drilling bored concrete pile Download PDFInfo
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- CN204780870U CN204780870U CN201520481062.9U CN201520481062U CN204780870U CN 204780870 U CN204780870 U CN 204780870U CN 201520481062 U CN201520481062 U CN 201520481062U CN 204780870 U CN204780870 U CN 204780870U
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Abstract
The utility model relates to a complicated waters slope scar major diameter drilling bored concrete pile, main drilling platform, steel -pipe pile, the steel of including protects a section of thick bamboo, drilling bored concrete pile, and the steel -pipe pile sets up on the slope scar, and the top is connected with the platform of driling, and the bottom sets up inside and outside bag and disconnect -type ballast steel sheet, drilling is equipped with spacing steel sheet on the platform and protects the circular notch that an external diameter is the same with the steel, and the steel protects and tin passes circular notch and stretch into the slope scar, the drilling platform passes through the I shaped steel roof beam and is connected with the lower part steel -pipe pile, the steel protects a section of thick bamboo, and protect a section of thick bamboo and a section of thick bamboo is protected in secondary follow -up including former, and both protect an inner wall and be equipped with the stopper through the steel sheet welded fastening that puts more energy into, secondary follow -up, the steel protects the inside steel reinforcement cage that sets up of a section of thick bamboo, forms the drilling bored concrete pile through irrigation concrete. The utility model discloses effectively having solved the construction difficult problem of the shallow overburden of deep water slope scar drilling bored concrete pile, and having compared with the cofferdam construction of steel bushing case and reduce the steel use amount by a wide margin, saved construction cost and engineering time, factor of safety is high.
Description
Technical field
The utility model relates to a kind of complex water areas inclined rock base large diameter bored pile.Belong to Foundation Design field, be applicable to the underwater directional vehicle construction in the engineerings such as building, bridge under the complex situations such as torrent waters, inclined rock base.
Background technology
Bored pile in foundation soil, forms stake holes by means such as machine drilling, steel pipe soil compaction or manpower excavations, and place reinforcing cage, concrete perfusion and the stake of making within it, is form the most frequently used in deep foundation.It has not by the restriction of the conditions such as the height of region, geological conditions, weather conditions, groundwater table, stake footpath size and pile body length compared with other classes basis, and the advantages such as bearing capacity is high, construction cost is low, are thus widely used in engineering.
In practical application, part drill-pouring pile body is positioned at below water level or at the local fluid concrete that current cannot be closed, underwater grouting must be adopted to construct.Underwater gliders is due to the disguise of construction, the complexity of technique and continuity, easily there is the pouring construction accidents such as reinforcing cage floats, plugging, disconnected pipe, collapse hole, if stake position is on torrent waters, inclined rock base, drilling platform steel pipe pile to execute heavy be a difficult problem with stability, a construction difficult problem especially for steel pile casting, deals with improperly and will bring great economic loss and potential safety hazard to engineering.Therefore, at the Quality Problems in Construction of Non-Displacement Pile of complex water areas, urgently inquire into, study and solve.
Given this, need invention at present badly a kind of while complex water areas can ensure drilling platform stability, be also convenient to the installation of steel pile casting, the complex water areas inclined rock base large diameter bored pile that load-carrying properties are given prominence to, economic technology is profitable simultaneously and construction method.Inside and outside the drilling platform steel pipe pile of the utility model in torrent waters, coagulation earth bag and ballast steel plate are set, by unsettled for the steel pipe pile position blocking not contacting scar, increase steel pipe pile and scar contact area, improve platform stability; And steel pile casting secondary is executed sink to rock, effectively prevent because inclined rock base causes UNICOM inside and outside casing; Pile body is provided with permanent steel sleeve simultaneously, as the distortion of Rigidity steel skeleton confined concrete, improves the concrete stress performance in pile body top, improve pile body supporting capacity, there is good economic technology benefit.
Summary of the invention
The purpose of this utility model is to provide a kind of while complex water areas can ensure drilling platform stability, also the installation of steel pile casting is convenient to, the complex water areas inclined rock base large diameter bored pile that load-carrying properties are given prominence to, economic technology is profitable simultaneously and construction method.For realizing above-mentioned technical purpose, the utility model have employed following technical scheme:
A kind of complex water areas inclined rock base large diameter bored pile, mainly comprise drilling platform, steel pipe pile, steel pile casting and bored pile, steel pipe pile is arranged on inclined rock base, and top is connected with drilling platform, and bottom arranges inside and outside pouch and separate type ballast steel plate; Drilling platform is provided with spacing steel plate and the circular notch identical with steel pile casting external diameter, and steel pile casting stretches into inclined rock base through circular notch; Drilling platform is connected with bottom steel pipe pile by i-shape steel beam; Steel pile casting comprises former casing and secondary follow-up casing, and both are welded and fixed by stiffened steel plates, and secondary follow-up casing inwall is provided with limited block; Steel pile casting inside arranges reinforcing cage, forms bored pile by concrete perfusion.
Inside and outside pouch bottom described steel pipe pile is through by slurry outlet, and the arc length such as separate type ballast steel plate are arranged at bottom outer pouch, and are articulated and connected with steel pipe pile outer wall; Adjusting bolt is preset at steel pipe pile top, is provided with bridging between steel pipe pile.
Described drilling platform is provided with spacing steel plate, arranges adjustable setting under spacing steel plate.
Described drilling platform and i-shape steel beam are welded to connect, and i-shape steel beam is connected by the adjusting bolt at branch sleeve and steel pipe pile top and anchor bolt.
Described former casing and the secondary casing full weld that follows up is connected, and junction sidewall equidistantly welds stiffened steel plates, and former casing bottom part ring to parcel waterproof rubber gasket, and embeds inclined rock base, and the limited block of secondary follow-up casing inwall is foldable.
Described reinforcing cage top periphery welds permanent steel sleeve, and steel sleeve surface uniform lays concrete venthole, and steel sleeve top contacts with limited block bottom surface.
The construction method of above-mentioned complex water areas inclined rock base large diameter bored pile, its main construction sequence is as follows:
1) preparation of construction: adopt total powerstation directly to survey by method of polar coordinates from control point and establish the stake position of every pile, and draw in time and established fender pile;
2) drilling platform is set up: first adopt cantilever leading truck to position steel pipe pile, steel pipe pile has often set one and has been connected with steel trestle steel pipe pile nearby or Platform pipe stake immediately, more from bottom to top sets up drilling platform successively; Drilling platform is arranged spacing steel plate and the circular notch identical with steel pile casting external diameter; Under spacing steel plate, adjustable setting is set;
3) steel pipe pile concrete perfusion: concrete perfusion fills inside and outside geotechnological cloth bag, utilizes coagulation earth bag by unsettled for the steel pipe pile position blocking not contacting scar, in conjunction with ballast steel plate, steel pipe pile and scar contact area is increased and form stable support;
4) steel pile casting is installed and secondary follow-up construction: add wammel hammer diameter and carry out reaming construction in circular notch, utilize the temporary fixed former casing of platform leading truck, executes after sinking to position and welds secondary follow-up casing, and arrange stiffened steel plates;
5) mud circulation drilling and forming hole: use clean-out machine to carry out drilling construction in tilted stratum, until reach design elevation;
6) fabrication of reinforcing cage: reinforcing cage adopts Site Welding, after completing, at reinforcing cage top socket steel sleeve, steel sleeve diameter is greater than reinforcing cage diameter, is less than the internal diameter of steel pile casting;
7) install reinforcing cage: transport to job site after reinforcing cage connects, slowly erects with mobile crane reinforcing cage of slinging and puts into hole, wears two cross-arms by skeleton temporary support after completing on drilling machine platform;
8) underwater gliders: pile foundation concrete adopts tank car transport to coordinate catheter perfusion, until bored pile reaches design elevation;
9) remove casing, mud conditioning: when casing is removed, first by the adjustable spacing Interal fixation steel pile casting on drilling platform, reduce rocking of steel pile casting, and make it keep vertical state to extract; Mud discharges after mud separator process.
The utility model has following feature and beneficial effect:
(1) cantilever leading truck is first adopted to position drilling platform steel pipe pile at Body-Fitted Coordination draining area, and coagulation earth bag and ballast steel plate are set inside and outside steel pipe pile, utilize coagulation earth bag by unsettled for the steel pipe pile position blocking not contacting scar, in conjunction with ballast steel plate, steel pipe pile and scar contact area are increased, effectively improve the stability of drilling platform.
(2) wammel hammer reaming construction is added in the employing of inclined rock base place, make stake holes identical with the diameter of steel pile casting, steel pile casting is executed and sinks to rock, and rubber sheet gasket is wrapped up bottom steel pile casting, effectively prevent because inclined rock base causes UNICOM inside and outside casing, in hole, mud is diluted by river and is not reached the requirement of suspension boring mud.
(3) install the spacing steel plate of Slidable at drilling platform top, effectively prevent when bored pile has built back pull steel protective-cylinder, there is skew, rock in steel pile casting, affects pile quality.
(4) Pile body is provided with permanent steel sleeve, steel sleeve is welded on reinforcing cage and forms Rigidity steel skeleton, and be cast in pile body inside with the installation of reinforcing cage one, surface uniform lays concrete venthole simultaneously, the concrete in water that is set to of steel sleeve is built and is played template action, and as the distortion of Rigidity steel skeleton confined concrete, improve the concrete stress performance in pile body top, improve pile body supporting capacity.
Accompanying drawing explanation
Fig. 1 is the utility model complex water areas inclined rock base large diameter bored pile structural representation;
Fig. 2 is that in the utility model, schematic diagram arranged by drilling platform upper limit steel plate;
Fig. 3 is separate type ballast steel plate structure schematic diagram in the utility model;
Fig. 4 is i-shape steel beam and steel pipe pile connection diagram in the utility model.
In figure: 1-tilted stratum, 2-waterproof rubber gasket, 3-shallow overburden, 4-slurry outlet, the former casing of 5-, 6-bridging anchor bolt, 7-waters, 8-adjusting bolt, 9-reinforcement steel plate, 10-drilling platform, the spacing steel plate base of 11-, the spacing steel plate of 12-, 13-reinforcing cage, 14-bis-follow-up casings, 15-limited block, 16-i-shape steel beam, 17-branch sleeve, 18-venthole, 19-bridging, 20-steel sleeve, 21-steel pipe pile, 22-concrete pouch, 23-ballast steel plate, 24-rubber sheet gasket, 25-limiting plate adjusting bolt, 26-limiting plate chute, 27-ballast steel plate hinge bar, 28-anchor bolt.
Detailed description of the invention
The manufacturing technique requirent of the material such as steel pipe pile, steel sleeve and girder steel in present embodiment, Construction technology of Pouring cement mortar requirement, drill construction technique requirement etc. repeats no more, and emphasis sets forth the embodiment of the complex water areas inclined rock base large diameter bored pile related to of the present utility model.
Fig. 1 is the utility model complex water areas inclined rock base large diameter bored pile structural representation, Fig. 2 is that in the utility model, schematic diagram arranged by drilling platform upper limit steel plate, Fig. 3 is separate type ballast steel plate structure schematic diagram in the utility model, and Fig. 4 is i-shape steel beam and steel pipe pile connection diagram in the utility model.With reference to the complex water areas inclined rock base large diameter bored pile shown in Fig. 1, primarily of drilling platform 10, steel pipe pile 21, former casing 5, composition such as secondary follow-up casing 14, steel sleeve 20 etc., embodiment is described for the bored pile of Φ=1000mm:
First adopt total powerstation directly to survey by method of polar coordinates from control point before construction and establish the stake position of every pile, and draw in time and established fender pile.Stake is dark and stake is long to control to measure pile frame platform absolute altitude after drilling cramp leveling in place, reports management to check and accept stake position before spudding in.
Steel pipe pile 21 specification is 630mm × 10mm, the inside and outside concrete of the colligation successively pouch 22 in bottom, and equidistantly stay the slurry outlet 4 setting 4 diameters as 40mm, simultaneously equidistantly hinged 4 pieces of thick 15mm of 30mm place at the bottom of span pipe outside, strength grade is the ballast steel plate 23 of Q345, is symmetrical arranged apart from 200mm place, pipe top the adjusting bolt 8 that 2 diameters are 10mm.Steel pipe pile 21 first adopts cantilever leading truck to position, after vertical subsidence contact scar, concrete perfusion fills inside and outside geotechnological cloth bag, utilize concrete pouch 22 by unsettled for the steel pipe pile 21 position blocking not contacting scar, steel pipe pile 21 has often set one and has been connected with steel trestle steel pipe pile nearby or Platform pipe stake immediately, and utilizes bridging 19 anchoring.
Drilling platform 10 designs maximum load and is set to 75t(50t crawler crane+25t lift heavy), consider the impact of pile cap steel cofferdam construction simultaneously.Drilling platform 10 sets up wide i iron, 40#B i iron and [20 channel-section steels that main employing specification is H400mm × 150mm.End face reserves the steel pile casting notch that diameter is 1000mm, and the spacing steel plate base 11 of long 2000mm, wide 1500mm is installed, spacing steel plate base 11 arranges the limiting plate chute 26 of wide 12mm, top connects spacing steel plate 12 by limiting plate adjusting bolt 25, and spacing steel plate 12 end arranges the thick rubber sheet gasket of 5mm 24.
Former casing 5 diameter is 1050mm, wall thickness is 10mm, after former casing 5 sinks down into tilted stratum 1, by drill hammer through being welded with hammer tooth, make brill hammer enlarged diameter into shape to 8cm less of steel pile casting size, start reaming construction, stop creeping into after creeping into below scar lowest side 0.5 ~ 1m, propose drill hammer, remove rig.Secondary follow-up casing 14 is identical with former casing 5 specification, guiding device should be set at secondary casing 14 positions place that follows up before secondary follow-up, tilt to avoid casing follow-up pile position, guiding device height 1.5m, adopt that [20 shaped steel and 40#B i iron are made, and its underpart to be connected with the distribution beam of platform by brace summer and to make it fix.Secondary follow-up casing 14 is connected with former casing 5 full weld, and outer subsides specification is the stiffened steel plates 9 of 150mm × 150mm × 10mm.
Use clean-out machine to carry out drilling construction after steel pile casting installation in tilted stratum, aperture is 1000mm, until reach design elevation.
Reinforcing cage 13 adopts Site Welding, the steel sleeve 20 of the long 3000mm of welded top, thick 6mm, diameter 800mm, and steel sleeve 20 surface uniform arranges the venthole 18 that diameter is 15mm, and adds muscle and ring-shaped stirrup and reinforcing cage 13 by vertical п type and be welded and fixed.Adopt mobile crane slowly to erect to sling and put into hole after reinforcing cage 13 completes, and wear two cross-arms by skeleton temporary support on drilling platform 10.
Bored pile adopts C25 concreting, and concrete adopts tank car transport to coordinate catheter perfusion, after perfusion starts, should compactly carry out continuously, until design elevation.
When casing is removed, first fix steel pile casting by the adjustable spacing steel plate 12 on drilling platform 10, reduce rocking of steel pile casting, and make it keep vertical state to extract.Mud discharges after mud separator process.
The construction sequence of complex water areas inclined rock base large diameter bored pile is as follows:
1) preparation of construction: adopt total powerstation directly to survey by method of polar coordinates from control point and establish the stake position of every pile, and draw in time and established fender pile;
2) drilling platform 10 is set up: first adopt cantilever leading truck to position steel pipe pile 21, steel pipe pile 21 has often set one and has been connected with steel trestle steel pipe pile nearby or Platform pipe stake immediately, more from bottom to top sets up drilling platform 10 successively;
3) steel pipe pile 21 concrete perfusion: concrete perfusion fills inside and outside geotechnological cloth bag, utilizes concrete pouch 22 by unsettled for the steel pipe pile 21 position blocking not contacting scar, in conjunction with ballast steel plate 23, steel pipe pile and scar contact area is increased and form stable support;
4) steel pile casting is installed and secondary follow-up construction: add wammel hammer diameter and carry out reaming construction, utilize the temporary fixed former casing 5 of platform leading truck, executes after sinking to position and welds secondary follow-up casing 14, and arrange stiffened steel plates 9;
5) mud circulation drilling and forming hole: use clean-out machine to carry out drilling construction in tilted stratum 1, until reach design elevation;
6) reinforcing cage 13 makes: reinforcing cage 13 adopts Site Welding, after completing, at the steel sleeve 20 of reinforcing cage 13 top cover spreading 3000mm, thick 6mm, diameter 800mm.
7) install reinforcing cage 13: transport to job site after reinforcing cage 13 connects, slowly erects with mobile crane reinforcing cage 13 of slinging and puts into hole, wears two cross-arms by skeleton temporary support after completing on drilling platform 10;
8) underwater gliders: pile foundation concrete adopts tank car transport to coordinate catheter perfusion, after perfusion starts, should compactly carry out continuously, until design elevation;
9) remove casing, mud conditioning: when casing is removed, first fix steel pile casting by the adjustable spacing steel plate 12 on drilling platform 10, reduce rocking of steel pile casting, and make it keep vertical state to extract; Mud discharges after mud separator process.
Claims (6)
1. a complex water areas inclined rock base large diameter bored pile, mainly comprise drilling platform, steel pipe pile, steel pile casting and bored pile, steel pipe pile is arranged on inclined rock base, and top is connected with drilling platform, and bottom arranges inside and outside pouch and separate type ballast steel plate; Drilling platform is provided with spacing steel plate and the circular notch identical with steel pile casting external diameter, and steel pile casting stretches into inclined rock base through circular notch; Drilling platform is connected with bottom steel pipe pile by i-shape steel beam; Steel pile casting comprises former casing and secondary follow-up casing, and both are welded and fixed by stiffened steel plates, and secondary follow-up casing inwall is provided with limited block; Steel pile casting inside arranges reinforcing cage, forms bored pile by concrete perfusion.
2. complex water areas inclined rock base large diameter bored pile according to claim 1, it is characterized in that the inside and outside pouch bottom described steel pipe pile is through by slurry outlet, the arc length such as separate type ballast steel plate are arranged at bottom outer pouch, and are articulated and connected with steel pipe pile outer wall; Adjusting bolt is preset at steel pipe pile top, is provided with bridging between steel pipe pile.
3. complex water areas inclined rock base large diameter bored pile according to claim 1, is characterized in that described drilling platform is provided with spacing steel plate, arranges adjustable setting under spacing steel plate.
4. complex water areas inclined rock base large diameter bored pile according to claim 1, is characterized in that described drilling platform and i-shape steel beam are welded to connect, and i-shape steel beam is connected by the adjusting bolt at branch sleeve and steel pipe pile top and anchor bolt.
5. complex water areas inclined rock base large diameter bored pile according to claim 1, it is characterized in that described former casing and the secondary casing full weld that follows up is connected, junction sidewall equidistantly welds stiffened steel plates, former casing bottom part ring is to parcel waterproof rubber gasket, and embedding inclined rock base, the limited block of secondary follow-up casing inwall is foldable.
6. complex water areas inclined rock base large diameter bored pile according to claim 1, it is characterized in that described reinforcing cage top periphery welds permanent steel sleeve, steel sleeve surface uniform lays concrete venthole, and steel sleeve top contacts with limited block bottom surface.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201520481062.9U CN204780870U (en) | 2015-07-01 | 2015-07-01 | Complicated waters slope scar major diameter drilling bored concrete pile |
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| CN201520481062.9U CN204780870U (en) | 2015-07-01 | 2015-07-01 | Complicated waters slope scar major diameter drilling bored concrete pile |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104947654A (en) * | 2015-07-01 | 2015-09-30 | 杭州江润科技有限公司 | Complicated water area inclined rock face large-diameter cast-in-place pile and construction method |
| CN109537579A (en) * | 2018-10-10 | 2019-03-29 | 杭州江润科技有限公司 | The construction method of cast-in-situ bored pile |
| CN115467338A (en) * | 2022-08-25 | 2022-12-13 | 江苏东合南岩土科技股份有限公司 | Foundation pit support wall, large-diameter steel pipe support pile and construction method thereof |
-
2015
- 2015-07-01 CN CN201520481062.9U patent/CN204780870U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104947654A (en) * | 2015-07-01 | 2015-09-30 | 杭州江润科技有限公司 | Complicated water area inclined rock face large-diameter cast-in-place pile and construction method |
| CN109537579A (en) * | 2018-10-10 | 2019-03-29 | 杭州江润科技有限公司 | The construction method of cast-in-situ bored pile |
| CN115467338A (en) * | 2022-08-25 | 2022-12-13 | 江苏东合南岩土科技股份有限公司 | Foundation pit support wall, large-diameter steel pipe support pile and construction method thereof |
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Legal Events
| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CB03 | Change of inventor or designer information |
Inventor after: Li Jian Inventor after: Xie Jihong Inventor after: Zeng Zheng Inventor after: Ye Mao Inventor before: Wang Xinquan |
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| CB03 | Change of inventor or designer information | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20170717 Address after: 610041 Sichuan city of Chengdu province Wuhou District two ring road west section of No. 90 Sichuan Expressway on the eighth floor A area, B area Patentee after: SICHUAN JIAOTOU CONSTRUCTION ENGINEERING Co.,Ltd. Address before: Gongshu District Shi Xiang Road Hangzhou city Zhejiang province 310015 and Hangzhou Road intersection C Wanda Plaza office building room 1901 Patentee before: HANGZHOU JIANGRUN TECHNOLOGY Ltd. |
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| TR01 | Transfer of patent right | ||
| CP01 | Change in the name or title of a patent holder |
Address after: 610041 area a and B, 8th floor, Sichuan Expressway Building, No.90, West 1st section of 2nd Ring Road, Wuhou District, Chengdu City, Sichuan Province Patentee after: Sichuan Communications Construction Group Co.,Ltd. Address before: 610041 area a and B, 8th floor, Sichuan Expressway Building, No.90, West 1st section of 2nd Ring Road, Wuhou District, Chengdu City, Sichuan Province Patentee before: SICHUAN JIAOTOU CONSTRUCTION ENGINEERING Co.,Ltd. |
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| CP01 | Change in the name or title of a patent holder | ||
| CP03 | Change of name, title or address |
Address after: 610047 area a and B, 8th floor, Sichuan Expressway Building, No.90, West 1st section of 2nd Ring Road, Wuhou District, Chengdu City, Sichuan Province Patentee after: Sichuan Communications Construction Group Co.,Ltd. Address before: 610041 area a and B, 8th floor, Sichuan Expressway Building, No.90, West 1st section of 2nd Ring Road, Wuhou District, Chengdu City, Sichuan Province Patentee before: Sichuan Communications Construction Group Co.,Ltd. |
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| CP03 | Change of name, title or address |