CN103938645A - Prefabricated concrete bearing platform with reserved foundation ring hole and reserved pile nest holes and fabricated multi-pile foundation installation method based on prefabricated concrete bearing platform with reserved foundation ring hole and reserved pile nest holes - Google Patents
Prefabricated concrete bearing platform with reserved foundation ring hole and reserved pile nest holes and fabricated multi-pile foundation installation method based on prefabricated concrete bearing platform with reserved foundation ring hole and reserved pile nest holes Download PDFInfo
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- CN103938645A CN103938645A CN201410092588.8A CN201410092588A CN103938645A CN 103938645 A CN103938645 A CN 103938645A CN 201410092588 A CN201410092588 A CN 201410092588A CN 103938645 A CN103938645 A CN 103938645A
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- 239000004567 concrete Substances 0.000 title claims abstract description 110
- 238000000034 method Methods 0.000 title claims abstract description 30
- 238000009434 installation Methods 0.000 title claims abstract description 11
- 238000010276 construction Methods 0.000 claims abstract description 30
- 239000011178 precast concrete Substances 0.000 claims description 66
- 229910000831 Steel Inorganic materials 0.000 claims description 32
- 239000010959 steel Substances 0.000 claims description 32
- 230000003014 reinforcing effect Effects 0.000 claims description 27
- 210000003205 muscle Anatomy 0.000 claims description 18
- 230000002787 reinforcement Effects 0.000 claims description 4
- 230000001070 adhesive effect Effects 0.000 claims description 3
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- 238000006073 displacement reaction Methods 0.000 claims description 3
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- 238000009413 insulation Methods 0.000 claims description 3
- 238000000465 moulding Methods 0.000 claims description 3
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- 239000000725 suspension Substances 0.000 claims description 3
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- 238000009415 formwork Methods 0.000 abstract description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 abstract 1
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- 238000003908 quality control method Methods 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
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- 238000003754 machining Methods 0.000 description 1
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- 235000013336 milk Nutrition 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
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Abstract
The invention provides a prefabricated concrete bearing platform with a reserved foundation ring hole and reserved pile nest holes and a fabricated multi-pile foundation installation method based on the prefabricated concrete bearing platform with the reserved foundation ring hole and the reserved pile nest hole. The reserved foundation ring hole coaxial with a concrete body is formed in the center of the top face of the concrete body of the prefabricated concrete bearing platform, of the multiple evenly-distributed reserved pile nest holes are formed in the position, located on the outer side of the vertical face where the periphery walls of the reserved foundation ring hole are located, on the bottom face of the concrete body, and the top of each reserved pile nest hole is provided with a grouting hole way penetrating through the top face of the concrete body. Compared with a multi-pile foundation (high-pile bearing platform foundation) construction scheme used in a sea wind turbine generator at present, sea formwork erecting and disassembling working procedures are omitted, and meanwhile a large amount of sea scene reinforcing steel bar binding can be completed in a prefabrication factory on land; the construction efficiency is greatly improved, the sea bearing platform construction time is saved, and meanwhile the construction cost is reduced.
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 assembling mounting 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 planeness.
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 assembling mounting method based on this cushion cap, to reduce construction volume, improve efficiency of construction, improve workmanship 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 discharge ring supporting mechanism.
The mounting method of the many pile foundations of assembling 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, reinforcing cage and this reinforcing cage is set in above-mentioned each foundation pile is placed in outside foundation pile, to concreting in this reinforcing 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), discharge ring and discharge 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 discharge ring and realize the leveling to discharge ring;
6), after the leveling precision of discharge 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 concreting in basic annular distance, the second stage concrete that completes discharge ring place is built, thereby completes the installation of the many pile foundations of assembling.
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 >d in pile cover; The height l of extension concrete segment
0>35 d
s, d
sfor bar diameter;
The foundation pile at described precast concrete cushion cap bottom place is apart from the distance k>0.4d of the side of precast concrete cushion cap; 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 discharge ring is less than 5mm.
Above-mentioned discharge 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 reinforcement ratio 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. 5 m 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 discharge ring, at any time result is offered to commanding, regulate the stroke of each leveling jack to realize the adjustment of the levelness to discharge 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 concreting 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 concreting, 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 assembling many pile foundations mounting method (fabricated many pile foundation constructions scheme), compared with many pile foundations (High-Rise Pile Cap Foundation) constructure scheme 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 yard 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 discharge 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 assembling 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, discharge ring; 3, reserved stake nest hole; 4, grouting duct; 5, foundation pile; 6, cylinder; 7, end flange; 8, leveling jack; 9, central post; 10, adjust bolt; 11, reinforcing 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 central post 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 discharge 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 yard 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 mounting method of the many pile foundations of assembling 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 reinforcing cage and this reinforcing cage 11 are set of above-mentioned each foundation pile 5, again to the interior concreting of this reinforcing 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 discharge ring 6 of basic annular distance 2 and discharge 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 discharge ring and realize the leveling to discharge ring 6;
6), after the leveling precision of discharge 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 concreting of basic annular distance 2, the second stage concrete that completes discharge ring place is built, thereby complete the installation of the many pile foundations of assembling, 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>d of changeover portion 14; The height l of extension concrete segment 13
0>35 d
s, d
sfor bar diameter; The foundation pile 5 at precast concrete cushion cap bottom place is apart from the distance k>0.4d of the side of precast concrete cushion cap; The length that foundation pile 5 gos deep into precast concrete cushion cap bottom is at least 100m.
As shown in Figure 4, discharge 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 1000 t crane barges, make precast concrete cushion cap bottom higher than 1～1. 5 m 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 discharge 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 discharge 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 section area 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 the work items: 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 shop detail drawing regulation, after acceptance(check), could start concreting, detailed process is to reserved basic annular distance 2, before the interior concreting 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 concreting, 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 reinforcing cage (stake core reinforcing 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 reinforcing cage (stake core reinforcing 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 the requirement of " port works Pile Foundation Code " (JTS 167-4-2012), 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 reinforcement ratio 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>0.4d=0.4 × 1500=600mm apart from cushion cap side distance, meets structure requirement.
Inner concrete height h >=1.5d=1.5 × 1500mm=2250mm, meets and connects structure requirement.L=1750 mm>d, meets and connects structure requirement, l
0=920mm>35 d
s=875mm, meets and connects structure requirement.Wherein d is stake footpath; l
0for 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, d
sfor bar diameter.
In sum, be not difficult to find out that many pile foundations of assembling 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) constructure scheme 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 yard 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 assembling 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 steel bar concrete does not need a form removal, simultaneously the inner reinforcing bar binding of Prefabricated Concrete casing mainly by land precast yard 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 discharge 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 (15)
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 pile foundation 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).
2. precast concrete cushion cap as claimed in claim 1, is characterized in that: described grouting duct (4) is eccentric annulus.
3. precast concrete cushion cap as claimed in claim 1, is characterized in that: the pre-buried supporting steel plate (15) that is provided with to install discharge ring supporting mechanism in described reserved basic annular distance (2).
4. the mounting method of the many pile foundations of assembling 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, reinforcing cage (11) and this reinforcing cage is set in above-mentioned each foundation pile (5) is placed in outside foundation pile (5), again to the interior concreting of this reinforcing 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), discharge ring (6) and discharge 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 discharge ring and realize the leveling to discharge ring (6);
6), after the leveling precision of discharge 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 concreting of reserved basic annular distance (2), the second stage concrete that completes discharge ring place is built, thereby completes the installation of the many pile foundations of assembling.
5. mounting method as claimed in claim 4, is characterized in that: described foundation pile (5) is base steel stake or steel tube concrete pile.
6. mounting method as claimed in claim 4, 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 >d in pile cover; The height l of extension concrete segment (13)
0>35 d
s, d is bar diameter;
The foundation pile (5) at described precast concrete cushion cap bottom place is apart from the distance k>0.4d of the side of precast concrete cushion cap; The length that foundation pile (5) gos deep into precast concrete cushion cap bottom is at least 100mm.
7. mounting method as claimed in claim 4, is characterized in that: described whole foundation pile and precast concrete cushion cap are cast-in-place is that when entirety should one-time-concreting moulding.
8. mounting method as claimed in claim 4, is characterized in that: the leveling error to discharge ring (6) is less than 5mm.
9. mounting method as claimed in claim 4, it is characterized in that: described discharge 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.
10. mounting method as claimed in claim 4, 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.
11. mounting methods as claimed in claim 4, 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 reinforcement ratio is not less than 0.1% distributing bar.
12. methods of undertaking the construction of as claimed in claim 4, 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 1～1. 5 m left and right, foundation pile (5) stake top, make reserved stake nest hole (3) aim at after every foundation stake (5) simultaneously, slowly, at the uniform velocity transfer precast concrete cushion cap, each foundation pile (5) stake top is all contacted completely with the end face in reserved stake nest hole (3).
13. mounting methods as claimed in claim 9, it is characterized in that, the detailed process of described step 5) is: the off normal situation of laser level observation discharge 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 discharge ring (6) by adjusting bolt, and make leveling error be less than 5mm.
14. mounting methods as claimed in claim 4, 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 °.
15. mounting methods as claimed in claim 4, it is characterized in that, before reserved basic annular distance (2), the interior concreting 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 concreting, 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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| 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 |
| CN109881578A (en) * | 2019-03-20 | 2019-06-14 | 沈阳建筑大学 | The anticollision of urban air pavement supports cushion cap |
| CN109989415A (en) * | 2019-05-06 | 2019-07-09 | 河南绿建建筑科技有限公司 | The construction method of assembling type base |
| CN112049143A (en) * | 2020-07-29 | 2020-12-08 | 中国化学工程第十四建设有限公司 | Method for building large-volume concrete bearing platform of large-scale low-temperature storage tank |
| CN113356256A (en) * | 2021-06-29 | 2021-09-07 | 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 |
| CN113550345A (en) * | 2020-04-24 | 2021-10-26 | 颜志成 | Connecting structure of fan foundation and tower barrel and construction method |
| 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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| 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 |
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| 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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