CN103938645B - The precast concrete cushion cap in reserved basic annular distance and stake nest hole and many pile foundations of the assembled installation method based on this cushion cap - Google Patents
The precast concrete cushion cap in reserved basic annular distance and stake nest hole and many pile foundations of the assembled installation method based on this cushion cap Download PDFInfo
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Abstract
The precast concrete cushion cap in reserved basic annular distance provided by the invention and stake nest hole and many pile foundations of the assembled installation method based on this cushion cap. The end face center of the concrete body of precast concrete cushion cap is provided with the reserved basic annular distance coaxial with this concrete body, the bottom surface of concrete body, have multiple reserved stake nest holes that are evenly arranged in the perisporium place vertical plane arranged outside of reserved basic annular distance, the top in each reserved stake nest hole is provided with the grouting duct of the end face that penetrates concrete body. Compared with many pile foundations (High-Rise Pile Cap Foundation) arrangement and method for construction using in current offshore wind farm unit, marine formwork and form removal operation are saved, simultaneously can by on-the-spot a large amount of seas reinforcing bar binding by land precast plant complete, greatly improve efficiency of construction, save the Offshore Pile Cap engineering time, reduced construction cost simultaneously.
Description
Technical field
The invention belongs to towering structure infrastructure technologies field in offshore wind farm construction project, relate to a kind of reserved basic annular distance and the precast concrete cushion cap in stake nest hole and many pile foundations of the assembled installation method based on this cushion cap, be applicable to support the foundation structures such as such as wind-power generating unit tower, offshore boosting station, electric power line pole tower.
Background technology
Along with the Devoting Major Efforts To Developing of clean energy resource, China's offshore wind farm is about to welcome Large scale construction climax. Wherein, offshore wind farm unit basic engineering technology is the key link in wind-powered electricity generation engineering, the features such as the loads such as, wave large for China coastal seas marine site extreme wind speeds and environmental hazard synergy, the weak complexity of ground, execution conditions limitation, the many pile foundations of tradition are first driven piles, but the construction in cushion cap is all at sea, needs waterproof steel jacket box, reinforcing bar binding, built-in fitting,, there is the problems such as work progress complexity, cycle be long in leveling. The prefabricated assembled many pile foundations of offshore wind farm can reduce Potential Working Time For Operation At Sea, but wind-powered electricity generation unit requires stricter to basic flatness.
For this reason, improvement and bring new ideas multi-pile base of marine wind power generator set structural shape and undertake the construction of (installation) method, to reduce construction volume, to improve efficiency of construction, reduces construction cost.
Summary of the invention
The object of the invention is to provide a kind of reserved basic annular distance and the precast concrete cushion cap in stake nest hole and many pile foundations of the assembled installation method based on this cushion cap, to reduce construction volume, improve efficiency of construction, improve construction quality and to reduce construction cost.
For reaching above-mentioned purpose, the invention provides the precast concrete cushion cap in a kind of reserved basic annular distance and stake nest hole, comprise concrete body, it is characterized in that, the end face center of described concrete body is provided with the reserved basic annular distance coaxial with this concrete body, the position of the corresponding pile foundation in bottom surface of concrete body has been circular layout and has reserved stake nest hole, and the top in each reserved stake nest hole is provided with the grouting duct of the end face that penetrates concrete body.
Above-mentioned grouting duct is eccentric annulus.
In above-mentioned reserved basic annular distance, be provided with to install the pre-buried supporting steel plate of foundation ring supporting mechanism.
The installation method of the many pile foundations of assembled of the precast concrete cushion cap based on above-mentioned, is characterized in that, comprises the following steps:
1), complete each foundation pile and install, each foundation pile pile crown is cut flat, each Under Pile is pushed up in same level;
2) the epimere part that, steel reinforcement cage and this steel reinforcement cage is set in above-mentioned each foundation pile is placed in outside foundation pile, to casting concrete in this steel reinforcement cage, form inner concrete section, extend to the extension concrete segment outside foundation pile top, the changeover portion between inner concrete section and extension concrete segment again;
3), foundation ring and foundation ring support levelling gear are installed in reserved basic annular distance;
4), hoisting prefabricated concrete bearing platform, make Under Pile tip cutting enter to reserve stake nest hole in, complete the lifting of precast concrete cushion cap;
5), support levelling gear by foundation ring and realize the leveling to foundation ring;
6), after the leveling precision of foundation ring meets the demands, build second stage concrete through grouting duct to reserved stake nest hole, making foundation pile and precast concrete cushion cap cast-in-place is an entirety, simultaneously to reserving casting concrete in basic annular distance, the second stage concrete that completes foundation ring place is built, thereby completes the installation of the many pile foundations of assembled.
Above-mentioned foundation pile is base steel stake or steel tube concrete pile.
Height h >=the 1.5d of above-mentioned inner concrete section, d is foundation pile diameter; Height h >=the 1.5d of described inner concrete section, d is foundation pile diameter; Described foundation pile stretches into the length l in pile cover > d; The height l of extension concrete segment0>35ds，dsFor bar diameter;
The foundation pile at described precast concrete cushion cap bottom place is apart from the distance k of the side of precast concrete cushion cap > 0.4d; The length that foundation pile gos deep into precast concrete cushion cap bottom is at least 100mm.
Above-mentioned whole foundation pile and precast concrete cushion cap are cast-in-place is that when entirety should one-time-concreting moulding.
Leveling error to foundation ring is less than 5mm.
Above-mentioned foundation ring supports levelling gear and comprises end flange and be arranged on the bottom surface of this end flange and reserve the multiple vertically disposed leveling jack between basic annular distance bottom surface, and the plurality of leveling jack is along the below that is circumferentially evenly arranged on end flange, and the top of leveling jack is by adjusting bolt and end flange connect.
The main muscle on above-mentioned Under Pile top is tubaeform, and the angle of main muscle and vertical direction is 30 °～45 °;
In the time that main muscle is plain bar, anchor into the length of the main muscle in precast concrete cushion cap large or equal 30 times of bar diameter;
In the time that main muscle is Ribbed Bar, anchor into the length of the main muscle in precast concrete cushion cap large or equal 35 times of bar diameter.
When in stake during apart from a≤3d, d is foundation pile diameter, and the steel bar stress of precast concrete cushion cap is evenly arranged in the full duration of precast concrete cushion cap;
When in stake during apart from a > 3d, the steel bar stress of precast concrete cushion cap is evenly arranged within the scope of the 1.5d of pile center, beyond this scope, should arrange that the ratio of reinforcement is not less than 0.1% distributing bar.
Above-mentioned steps 4) detailed process be: precast concrete cushion cap is mentioned with crane barge, make precast concrete cushion cap bottom higher than 1～1.5m left and right, Under Pile top, make reserved stake nest hole aim at after every foundation stake simultaneously, slowly, at the uniform velocity transfer precast concrete cushion cap, each Under Pile top is all contacted completely with the end face in reserved stake nest hole.
Above-mentioned steps 5) detailed process be: the off normal situation of survey crew laser level observation foundation ring, at any time result is offered to commanding, regulate the stroke of each leveling jack to realize the adjustment of the levelness to foundation ring by adjusting bolt, and make leveling error be less than 5mm.
When hoisting prefabricated concrete bearing platform, make each suspension centre simultaneously stressed, and should prevent that hanger from producing distortion, the horizontal plane angle of lifting rope and hanger greatly or equal 45 °.
Before casting concrete in reserved basic annular distance, reserved stake nest hole, first dabbing is reserved basic annular distance with the inwall in a reserved nest hole or at reserved basic annular distance and the inwall reserved joint bar of reserving stake nest hole, to increase the mechanical snap power of New-old concrete or the adhesive property of enhancing New-old concrete;
In the time of concreting, arrange the pre-buried temperature tube of special messenger, when temperature tube is pre-buried, temperature tube and reinforcing bar binding are firm, in order to avoid displacement or damage; Temperature tube is good with plastic tape cover, colligation is firm, then concreting in lifts, the thickness of every layer concrete is 400mm～500mm, when casting concrete, answer continuous placing, the intermittent time is no more than 2.5h, and is recorded with insulation covering measure internal-external temperature difference is controlled in 25 degree by thermometric, and should prevent that concrete from producing segregation, the three-graded concrete free-falling that makes aggregate size be less than 80mm is highly no more than 2m.
Advantage of the present invention is: by land fabrication concrete bearing platform (concrete bearing platform casing), utilize concrete bearing platform to replace traditional steel jacket box, precast concrete cushion cap casing has served as concrete blinding is again important bearing structure simultaneously, adopt assembled many pile foundations installation method (fabricated many pile foundation constructions scheme), compared with many pile foundations (High-Rise Pile Cap Foundation) arrangement and method for construction using in current offshore wind farm unit, marine formwork and form removal operation are saved, simultaneously can by on-the-spot a large amount of seas reinforcing bar binding by land precast plant complete, greatly improve efficiency of construction, save the Offshore Pile Cap engineering time, reduced construction cost simultaneously.
Below in conjunction with drawings and Examples, the present invention is elaborated.
Brief description of the drawings
Fig. 1 is the precast concrete cushion cap axial section schematic diagram in reserved basic annular distance and stake nest hole.
Fig. 2 is the precast concrete cushion cap horizontal section schematic diagram in reserved basic annular distance and stake nest hole.
Fig. 3 is foundation pile structural representation.
Fig. 4 is foundation ring scheme of installation.
Fig. 5 is A portion enlarged diagram in Fig. 4.
Fig. 6 has been the axial section schematic diagram of the many pile foundations of assembled of installation.
Fig. 7 is the axial section schematic diagram of foundation pile.
Fig. 8 is the structural representation that pre-buried supporting steel plate is installed in the bottom surface in reserved basic hole.
Description of reference numerals: 1, concrete body; 2, foundation ring; 3, reserved stake nest hole; 4, grouting duct; 5, foundation pile; 6, cylinder; 7, end flange; 8, leveling jack; 9, newel; 10, adjust bolt; 11, steel reinforcement cage; 12, inner concrete section; 13, extension concrete segment; 14, changeover portion; 15, pre-buried supporting steel plate; 16, end circumference of flange.
Detailed description of the invention
Fig. 1,2 is depicted as the precast concrete cushion cap in a kind of reserved basic annular distance and stake nest hole, comprise concrete body 1, the end face center of concrete body 1 is provided with the reserved basic annular distance 2 coaxial with this concrete body 1, the position of the corresponding pile foundation 5 in the end of the concrete body 1 reserved stake nest hole 3(that has been circular layout evenly arranges the best), the top in each reserved stake nest hole 3 is provided with the grouting duct 4 of the end face that penetrates concrete body 1; In the peripheral side of concrete body 1, be evenly provided with multiple hangers. (concrete body 1 shown in Fig. 1,2 is circular concrete body).
As seen from Figure 2, the grouting duct 4 that the present embodiment relates to is eccentric annulus (for annular), the reserved interior distance of basic annular distance 2 in 4 ring wall laterals, duct of being in the milk reduces gradually because of the distance of the newel 9 offering grouting duct 4 and form, and this point also can clear witness by Fig. 1.
As shown in Figure 8, in reserved basic annular distance 2, be provided with to install the pre-buried supporting steel plate 15 of foundation ring supporting mechanism. By land fabrication concrete bearing platform casing (being called for short precast concrete cushion cap in the present embodiment), utilize concrete bearing platform casing to replace traditional steel jacket box, precast concrete cushion cap casing has served as concrete blinding is again important bearing structure simultaneously, marine formwork and form removal operation are saved, simultaneously can by on-the-spot a large amount of seas reinforcing bar binding by land precast plant complete, greatly improve efficiency of construction, save the Offshore Pile Cap engineering time, reduced construction cost simultaneously, and this precast concrete cushion cap casing is simple in structure, make easily.
Meanwhile, the present embodiment provides a kind of installation method of the many pile foundations of assembled based on above-mentioned precast concrete cushion cap, comprises the following steps:
1), complete each foundation pile and install, each foundation pile 5 pile crowns are cut flat, each Under Pile is pushed up in same level;
2), be placed in outside foundation pile 5 in the interior epimere part that steel reinforcement cage and this steel reinforcement cage 11 are set of above-mentioned each foundation pile 5, again to the interior casting concrete of this steel reinforcement cage 11, form inner concrete section 12, extend to the extension concrete segment 13 outside foundation pile 5 tops, the changeover portion 14 between inner concrete section 12 and extension concrete segment 13, referring to Fig. 3;
3), support levelling gear in the reserved interior installation foundation ring 6 of basic annular distance 2 and foundation ring, referring to Fig. 4;
4), hoisting prefabricated concrete bearing platform, make 5 tip cuttings of foundation pile enter to reserve stake nest hole 3 in, complete the lifting of precast concrete cushion cap, referring to Fig. 4;
5), support levelling gear by foundation ring and realize the leveling to foundation ring 6;
6), after the leveling precision of foundation ring 6 meets the demands, build second stage concrete through grouting duct 4 to reserved stake nest hole 3, making foundation pile 5 and precast concrete cushion cap cast-in-place is an entirety, simultaneously to the reserved interior casting concrete of basic annular distance 2, the second stage concrete that completes foundation ring place is built, thereby complete the installation of the many pile foundations of assembled, referring to Fig. 6.
The foundation pile 5 wherein relating to is base steel stake or steel tube concrete pile, as shown in Figure 3, the height h >=1.5d of inner concrete section 12, d is foundation pile 5 diameters; Height h >=the 1.5d of inner concrete section 12, d is foundation pile 5 diameters; The length that described foundation pile 5 stretches in pile cover is the height l of changeover portion 14 > d; The height l of extension concrete segment 130>35ds，dsFor bar diameter; The foundation pile 5 at precast concrete cushion cap bottom place is apart from the distance k of the side of precast concrete cushion cap > 0.4d; The length that foundation pile 5 gos deep into precast concrete cushion cap bottom is at least 100m.
As shown in Figure 4, foundation ring supports levelling gear and comprises end flange 7 and be arranged on multiple vertically disposed leveling jack 8(between bottom surface and reserved basic annular distance 2 bottom surfaces of this end flange 7 as seen from Figure 8, and leveling jack 8 is vertically mounted on four the pre-buried supporting steel plates 15 that are evenly arranged along end circumference of flange 16 on the bottom surface of reserved basic annular distance 2. ), and the plurality of leveling jack 8 circumferential belows that are evenly arranged on end flange 7, edge, Fig. 5 is seen by adjusting bolt 10(in the top of leveling jack 8) connect with end flange 7.
The above-mentioned detailed process of stating step 4) is: precast concrete cushion cap is mentioned with 1000t crane barge, make precast concrete cushion cap bottom higher than 1～1.5m left and right, 5 tops of foundation pile, make reserved stake nest hole 3 aim at after every foundation stake 5 simultaneously, slowly, at the uniform velocity transfer precast concrete cushion cap, 5 tops of each foundation pile are all contacted completely with the end face in reserved stake nest hole 3.
The detailed process of above-mentioned steps 5 is: the off normal situation of laser level observation foundation ring for survey crew, at any time result is offered to commanding, regulate the stroke of each leveling jack 8 to realize the adjustment of the levelness to foundation ring 6 by adjusting bolt 10, and make leveling error be less than 5mm.
Should also be noted that in the time of hoisting prefabricated concrete bearing platform, make each suspension centre simultaneously stressed, and should prevent that hanger from producing distortion, the horizontal plane angle of lifting rope and hanger greatly or equal 45 °. Reinforcing bar adopts machining joint, and the percentage that the area of section of joint accounts for total cross-sectional area should be less than 50%, meanwhile, on same reinforcing bar, should establish less joint as far as possible.
Before concreting, need complete the work of applying for checking and examination of following subdivisional work: comprise coagulation (the prefabricated cushion cap casing concrete of having built, see Fig. 5) native face cleaning, template, reinforcing bar and built-in fitting etc., carry out by detail of construction regulation, after acceptance(check), could start casting concrete, detailed process is to reserved basic annular distance 2, before the interior casting concrete in reserved stake nest hole 3, first dabbing is reserved the inwall in basic annular distance 2 and reserved stake nest hole 3 or the inwall reserved joint bar in reserved basic annular distance 2 and reserved stake nest hole 3, to increase the mechanical snap power of New-old concrete or the adhesive property of enhancing New-old concrete,
In the time of concreting, arrange the pre-buried temperature tube of special messenger, when temperature tube is pre-buried, temperature tube and reinforcing bar binding are firm, in order to avoid displacement or damage; Temperature tube is good with plastic tape cover, colligation is firm, then concreting in lifts, the thickness of every layer concrete is 400mm～500mm, when casting concrete, answer continuous placing, the intermittent time is no more than 2.5h, and is recorded with insulation covering measure internal-external temperature difference is controlled in 25 degree by thermometric, and should prevent that concrete from producing segregation, the three-graded concrete free-falling that makes aggregate size be less than 80mm is highly no more than 2m.
After completing the on-the-spot second stage concrete of precast concrete cushion cap and building, carry out, after concrete curing, blower fan to be installed.
It should be noted that before hoisting prefabricated concrete bearing platform and should complete the concrete of mounted foundation pile is carried out to maintenance.
Referring to Fig. 3, foundation pile and cushion cap adopt direct burial connection scheme, in inner concrete, establish steel reinforcement cage (stake core steel reinforcement cage), after cushion cap leveling in place, build cushion cap inner concrete, each pile foundation and cushion cap are cast-in-place by rear pouring concrete is an entirety, requires concrete to answer one-time-concreting moulding, simultaneously stake top is filled out the steel reinforcement cage (stake core steel reinforcement cage) arranging in core concrete (inner concrete) and has been strengthened the anchoring that is connected between foundation pile and cushion cap, realizes foundation pile and cushion cap is rigidly connected.
According to " port engineering Pile Foundation Code " requirement (JTS167-4-2012), the more than 1 times stake of cushion cap footpath is stretched in base steel stake.
The main muscle that stretches into the stake top of the foundation pile 5 in precast concrete cushion cap is tubaeform (referring to Fig. 7), and the angle of main muscle and vertical direction is 30 °～45 °;
In the time that main muscle is plain bar (establishing crotch), anchor into the length of the main muscle in precast concrete cushion cap large or equal 30 times of bar diameter; In the time that main muscle is Ribbed Bar (not establishing crotch), anchor into the length of the main muscle in precast concrete cushion cap large or equal 35 times of bar diameter.
When in stake during apart from a≤3d, d is the diameter of foundation pile 5, and the steel bar stress of precast concrete cushion cap is evenly arranged in the full duration (referring in the whole planar range of precast concrete cushion cap) of precast concrete cushion cap; When in stake during apart from a > 3d, the steel bar stress of precast concrete cushion cap is evenly arranged within the scope of the 1.5d of pile center, beyond this scope, should arrange that the ratio of reinforcement is not less than 0.1% distributing bar.
According to above foundation pile 5 and cushion cap (precast concrete cushion cap) connection request, perfusion C30 concrete in base steel stake (selecting base steel stake is foundation pile) at absolute altitude in the-above scope of 20m, 1.75m in precast concrete cushion cap is goed deep in base steel stake, cushion cap bottom place foundation pile is 900mm apart from cushion cap side distance > 0.4d=0.4 × 1500=600mm, meet structure requirement.
Inner concrete height h >=1.5d=1.5 × 1500mm=2250mm, meets and connects structure requirement. L=1750mm > d, meet and connect structure requirement, l0=920mm>35ds=875mm, meets and connects structure requirement. Wherein d is stake footpath; l0For stake core longitudinal reinforcement stretches out the length that stake is pushed up; L is the length that pile cover or crossbeam are stretched in stake, dsFor bar diameter.
In sum, be not difficult to find out that many pile foundations of assembled scheme utilizes land fabrication concrete bearing platform (precast concrete cushion cap casing), replaced traditional steel jacket box. Precast concrete cushion cap is concrete blinding, is again important bearing structure simultaneously. Fabricated many pile foundation constructions scheme is compared with many pile foundations (High-Rise Pile Cap Foundation) arrangement and method for construction using in current offshore wind farm unit, marine formwork and form removal operation are saved, simultaneously can by on-the-spot a large amount of seas reinforcing bar binding by land precast plant complete, greatly improve efficiency of construction, save the Offshore Pile Cap engineering time, reduced construction cost simultaneously. Also there are following 3 aspects simultaneously:
(1) quality control: concrete casing has workload to be greatly all placed on land construction, controllable degree is high, do not need the operations such as the underwater concrete back cover, the installation of cushion cap template, box dismounting of steel box routine, avoided many quality, the security risks of water operation, be conducive to quality control;
(2) progress monitoring: traditional many pile foundations offshore construction flow process mainly comprises installation, steel jacket box formwork, reinforcing bar binding, concreting, the steel jacket box form removal of base steel stake, assembling. The many pile foundations of assembled adopt precast concrete casing instead of steel casing, and the integral hoisting of concrete casing, is supported on foundation pile top, and the construction of cushion cap reinforced concrete does not need a form removal, simultaneously the inner reinforcing bar binding of Prefabricated Concrete casing mainly by land precast plant complete. Save the reinforcing bar binding time, thereby greatly accelerated offshore construction speed. More traditional many pile foundations can shorten the offshore construction cycle more than 40%. The land fabrication of concrete boxed cofferdam adopts factorial construction and management, can be mass, and can effectively shorten the engineering time, increases input very obvious with the effect of accelerating construction progress;
(3) security control: the prefabricated and site operation of concrete casing is all under anhydrous state, simply easily controls, particularly under marine climate environment, the more condition of bad weather, safe.
The foundation ring 2 more than relating to refers to tower barrel base ring.
More than exemplifying is only to illustrate of the present invention, does not form the restriction to protection scope of the present invention, within the every and same or analogous design of the present invention all belongs to protection scope of the present invention.
Claims (13)
1. reserve the precast concrete cushion cap in basic annular distance and stake nest hole for one kind, comprise concrete body (1), it is characterized in that, the end face center of described concrete body (1) is provided with the reserved basic annular distance (2) coaxial with this concrete body (1), the position of the corresponding foundation pile in bottom surface (5) of concrete body (1) has been circular layout and has reserved stake nest hole (3), and the top in each reserved stake nest hole (3) is provided with the grouting duct (4) of the end face that penetrates concrete body (1);
Described grouting duct (4) is eccentric annulus;
In described reserved basic annular distance (2), be provided with to install the pre-buried supporting steel plate (15) of foundation ring supporting mechanism.
2. the installation method of the many pile foundations of assembled based on precast concrete cushion cap claimed in claim 1, is characterized in that, comprises the following steps:
1), complete each foundation pile and install, each foundation pile pile crown is cut flat, each Under Pile is pushed up in same level;
2) the epimere part that, steel reinforcement cage (11) and this steel reinforcement cage is set in above-mentioned each foundation pile (5) is placed in outside foundation pile (5), again to the interior casting concrete of this steel reinforcement cage (11), form inner concrete section (12), extend to extension concrete segment (13) outside foundation pile (5) top, be positioned at the changeover portion (14) between inner concrete section (12) and extension concrete segment (13);
3), foundation ring (6) and foundation ring support levelling gear are installed in reserved basic annular distance (2);
4), hoisting prefabricated concrete bearing platform, make foundation pile (5) stake tip cutting enter reserve in a nest hole (3), complete the lifting of precast concrete cushion cap;
5), support levelling gear by foundation ring and realize the leveling to foundation ring (6);
6), after the leveling precision of foundation ring (6) meets the demands, build second stage concrete through grouting duct (4) to reserved stake nest hole (3), making foundation pile (5) and precast concrete cushion cap cast-in-place is an entirety, simultaneously to the interior casting concrete of reserved basic annular distance (2), the second stage concrete that completes foundation ring place is built, thereby completes the installation of the many pile foundations of assembled.
3. installation method as claimed in claim 2, is characterized in that: described foundation pile (5) is base steel stake or steel tube concrete pile.
4. installation method as claimed in claim 2, is characterized in that: the height h >=1.5d of described inner concrete section, and d is foundation pile (5) diameter; Height h >=the 1.5d of described inner concrete section (12), d is foundation pile (5) diameter; Described foundation pile (5) stretches into the length l in pile cover > d; The height l0 of extension concrete segment (13) > 35ds, ds is bar diameter;
The foundation pile (5) at described precast concrete cushion cap bottom place is apart from the distance k of the side of precast concrete cushion cap > 0.4d; The length that foundation pile (5) gos deep into precast concrete cushion cap bottom is at least 100mm.
5. installation method as claimed in claim 2, is characterized in that: whole foundation pile and precast concrete cushion cap are cast-in-place is that when entirety should one-time-concreting moulding.
6. installation method as claimed in claim 2, is characterized in that: the leveling error to foundation ring (6) is less than 5mm.
7. installation method as claimed in claim 2, it is characterized in that: described foundation ring supports levelling gear and comprises end flange (7) and be arranged on the bottom surface of this end flange (7) and reserve the multiple vertically disposed leveling jack (8) between basic annular distance (2) bottom surface, and the plurality of leveling jack (8) is along the below that is circumferentially evenly arranged on end flange (7), and the top of leveling jack (8) connects with end flange (7) by adjusting bolt.
8. installation method as claimed in claim 2, is characterized in that: the main muscle on described foundation pile (5) stake top is tubaeform, and the angle of main muscle and vertical direction is 30 °～45 °;
In the time that main muscle is plain bar, anchor into the length of the main muscle in precast concrete cushion cap large or equal 30 times of bar diameter;
In the time that main muscle is Ribbed Bar, anchor into the length of the main muscle in precast concrete cushion cap large or equal 35 times of bar diameter.
9. installation method as claimed in claim 2, is characterized in that: when in stake during apart from a≤3d, d is foundation pile (5) diameter, and the steel bar stress of precast concrete cushion cap is evenly arranged in the full duration of precast concrete cushion cap;
When in stake during apart from a > 3d, the steel bar stress of precast concrete cushion cap is evenly arranged within the scope of the 1.5d of pile center, beyond this scope, should arrange that the ratio of reinforcement is not less than 0.1% distributing bar.
10. installation method as claimed in claim 2, it is characterized in that, the detailed process of described step 4) is: precast concrete cushion cap is mentioned with crane barge, make precast concrete cushion cap bottom higher than foundation pile (5) stake top 1～1.5m, make reserved stake nest hole (3) aim at after every foundation stake (5) simultaneously, slowly, at the uniform velocity transfer precast concrete cushion cap, make each foundation pile (5) stake top with
The end face in reserved stake nest hole (3) is contact completely all.
11. installation methods as claimed in claim 7, it is characterized in that, the detailed process of described step 5) is: the off normal situation of laser level observation foundation ring for survey crew, at any time result is offered to commanding, regulate the stroke of each leveling jack (8) to realize the adjustment of the levelness to foundation ring (6) by adjusting bolt, and make leveling error be less than 5mm.
12. installation methods as claimed in claim 2, is characterized in that, when hoisting prefabricated concrete bearing platform, make each suspension centre simultaneously stressed, and should prevent that hanger from producing distortion, and the horizontal plane angle of lifting rope and hanger greatly or equal 45 °.
13. installation methods as claimed in claim 2, it is characterized in that, before reserved basic annular distance (2), the interior casting concrete in reserved stake nest hole (3), elder generation's dabbing is reserved basic annular distance (2) and is reserved the inwall in stake nest hole (3) or reserving basic annular distance (2) and reserving an inwall reserved joint bar in nest hole (3), to increase the mechanical snap power of New-old concrete or the adhesive property of enhancing New-old concrete;
In the time of concreting, arrange the pre-buried temperature tube of special messenger, when temperature tube is pre-buried, temperature tube and reinforcing bar binding are firm, in order to avoid displacement or damage; Temperature tube is good with plastic tape cover, colligation is firm, then concreting in lifts, the thickness of every layer concrete is 400mm～500mm, when casting concrete, answer continuous placing, the intermittent time is no more than 2.5h, and is recorded with insulation covering measure internal-external temperature difference is controlled in 25 degree by thermometric, and should prevent that concrete from producing segregation, the three-graded concrete free-falling that makes aggregate size be less than 80mm is highly no more than 2m.
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| CN201410092588.8A CN103938645B (en) | 2014-03-14 | 2014-03-14 | The precast concrete cushion cap in reserved basic annular distance and stake nest hole and many pile foundations of the assembled installation method based on this cushion cap |
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| CN201410092588.8A CN103938645B (en) | 2014-03-14 | 2014-03-14 | The precast concrete cushion cap in reserved basic annular distance and stake nest hole and many pile foundations of the assembled installation method based on this cushion cap |
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| CN108316341A (en) * | 2018-04-12 | 2018-07-24 | 上海勘测设计研究院有限公司 | Prefabrication type High-Rise Pile Cap Foundation and its construction method |
| CN109989415B (en) * | 2019-05-06 | 2021-05-28 | 河南绿建建筑科技有限公司 | Construction method of fabricated foundation |
| CN113356256B (en) * | 2021-06-29 | 2022-05-06 | 中交第三航务工程局有限公司 | Prefabricated back cover of offshore wind power implanted high-rise pile cap and installation process |
| CN113668540A (en) * | 2021-08-17 | 2021-11-19 | 中国二十二冶集团有限公司 | Concrete bearing platform foundation construction method |
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| CN203782733U (en) * | 2014-03-14 | 2014-08-20 | 中国电建集团西北勘测设计研究院有限公司 | Precast concrete bearing platform with reserved foundation ring hole and pile socket holes |
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