CN203782735U - Assembled multi-pile foundationstructure - Google Patents
Assembled multi-pile foundationstructure Download PDFInfo
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- CN203782735U CN203782735U CN201420116213.6U CN201420116213U CN203782735U CN 203782735 U CN203782735 U CN 203782735U CN 201420116213 U CN201420116213 U CN 201420116213U CN 203782735 U CN203782735 U CN 203782735U
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- 239000004567 concrete Substances 0.000 claims abstract description 73
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 32
- 239000010959 steel Substances 0.000 claims abstract description 32
- 239000011178 precast concrete Substances 0.000 abstract description 53
- 238000010276 construction Methods 0.000 abstract description 34
- 238000000034 method Methods 0.000 abstract description 9
- 230000003014 reinforcing effect Effects 0.000 description 17
- 238000009434 installation Methods 0.000 description 8
- 210000003205 muscle Anatomy 0.000 description 7
- 238000010586 diagram Methods 0.000 description 5
- 210000004262 dental pulp cavity Anatomy 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 3
- 238000009415 formwork Methods 0.000 description 3
- 238000004519 manufacturing process Methods 0.000 description 3
- 230000005611 electricity Effects 0.000 description 2
- 239000008267 milk Substances 0.000 description 2
- 210000004080 milk Anatomy 0.000 description 2
- 235000013336 milk Nutrition 0.000 description 2
- 238000003908 quality control method Methods 0.000 description 2
- 230000001105 regulatory effect Effects 0.000 description 2
- 230000001070 adhesive effect Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000009413 insulation Methods 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000005204 segregation Methods 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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Abstract
The utility model provides an assembled multi-pile foundationstructure. The assembled multi-pile foundationstructure comprises a concrete main body, wherein a reserved base ring hole is formed in the center of the top surface of the concrete main body, and a plurality of reserved pile socket holes which are uniformly arranged are formed in the bottom surface, corresponding to a pipe pile, of the concrete main body annularly, a concrete bearing platform is precast on land, and the concrete bearing platform is utilized to replace atraditional steel jacket box, so that a precast concrete bearing platform jacket box serves as a concrete template and further is an important bearing structure. In comparison with the construction scheme of a multi-pile foundationused in an offshore wind turbine at present, the assembled multi-pile foundationmounting mode saves procedures of template erecting and dismantling onthe sea, and further enables a lot of steel bars on the sea site to be bound in a land prefabricated plant to greatly improve the construction efficiency, save the construction time of the offshore bearing platform, and further lower the construction cost.
Description
Technical field
The utility model belongs to towering structure infrastructure technologies field in offshore wind farm construction project, relates to the many pile foundation structures of a kind of assembling, is applicable to support foundation structures 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, traditional many pile foundations are first driven piles, but the construction in cushion cap is all at sea, need waterproof steel jacket box, reinforcing bar binding, built-in fitting, leveling, concrete in mass is built at sea, has the problems such as work progress is complicated, the cycle is long.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.
Utility model content
The utility model object is to provide the many pile foundation structures of a kind of assembling, to reduce construction volume, improve efficiency of construction, improve workmanship and to reduce construction cost.
For reaching above-mentioned purpose, the utility model provides a kind of assembling many pile foundation structures, comprise concrete bodies, its special character is, the end face center of described concrete bodies is provided with reserved basic annular distance, and the position annular of the corresponding pile tube in bottom surface of concrete body is provided with a plurality of reserved stake nest holes that are evenly arranged.
The edge of above-mentioned concrete bodies is provided with and penetrates the end face of this concrete bodies and the reserved stake nest annular distance of bottom surface, between the inside and outside anchor ring of this reserved stake nest annular distance, be provided with a plurality of connection girder steels along circumferential arrangement, the reserved stake nest annular distance between adjacent connection girder steel partly forms described reserved stake nest hole.
Above-mentioned a plurality of connection girder steel circumferentially evenly arranges along reserved stake nest annular distance.
Above-mentioned connection girder steel place plane is lower than the bottom surface of described reserved basic annular distance.
The top in above-mentioned 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.
The utility model has the advantages that: 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), compare with many pile foundations (High-Rise Pile Cap Foundation) constructure scheme using in current offshore wind farm unit, marine formwork and form removal operation have been saved, simultaneously can by the on-the-spot reinforcing bar binding in a large amount of seas by land precast yard complete, greatly improved efficiency of construction, saved the Offshore Pile Cap engineering time, reduced construction cost simultaneously.
Below in conjunction with drawings and Examples, the utility model is elaborated.
Accompanying drawing explanation
Fig. 1 is the precast concrete cushion cap axial section structural representation of reserved basic annular distance and stake nest annular distance.
Fig. 2 is the cross-sectional structure schematic diagram of Fig. 1.
Fig. 3 is the precast concrete cushion cap axial section structural representation in reserved basic annular distance and stake nest hole.
Fig. 4 is the cross-sectional structure schematic diagram of Fig. 3.
Fig. 5 is the precast concrete cushion cap axial section structural representation in pre-embedded foundation ring, reserved stake nest hole.
Fig. 6 is tube pile structure schematic diagram.
Fig. 7 has been after lifting and the precast concrete suspended deck structure schematic diagram that carries out leveling in reserved stake nest hole.
Many pile foundations of assembling axial section structural representation of the precast concrete cushion cap based on reserved basic annular distance and reserved stake nest hole after Fig. 8 has been.
Many pile foundations of assembling axial section structural representation of the precast concrete cushion cap based on reserved stake nest hole after Fig. 9 has been.
Figure 10 is the A portion enlarged drawing in Fig. 9.
The many pile foundations of assembling of the precast concrete based on pre-embedded foundation ring and reserved stake nest hole after Figure 11 has been.
Figure 12 is the main muscle structural representation in pile tube top.
Figure 13 is the schematic diagram of the pre-buried supporting steel plate in reserved basic annular distance bottom surface.
Description of reference numerals: 1, concrete bodies; 2, reserved basic annular distance; 3, reserved stake nest hole; 4, power selection switch; 4, hanger; 5, reserved stake nest annular distance; 6, connect girder steel; 7, grouting duct; 8, pile tube; 9, reinforcing cage; 10, inner concrete section; 11, extension concrete segment; 12, changeover portion; 13, pile cover; 14, the flat jack of coarse adjustment; 15, discharge ring; 16, adjust bolt; 17, end flange; 18, fine-adjustment jack; 19, support platform; 20, central post; 21, supporting steel plate; 22, end circumference of flange.
The specific embodiment
Figure 1 shows that the many pile foundation structures of a kind of assembling (claiming again precast concrete cushion cap casing), a kind of precast concrete cushion cap of reserved stake nest annular distance 5 specifically, comprise concrete bodies 1, be arranged on the reserved basic annular distance 2 of the end face center of concrete bodies 1, reserved stake nest annular distance 5 penetrates end face and the bottom surface of this concrete bodies 1 and is positioned near edge's (being axial excircle) of concrete bodies 1, in reserved stake nest annular distance 5, between outer ring surface, be provided with a plurality of connection girder steels 6 along circumferential arrangement, visible in conjunction with Fig. 2, reserved stake nest annular distance 5 parts between adjacent connection girder steel 6 form reserved stake nest hole 3, this reserved stake nest hole 3 is arranged on the position of the corresponding pile tube 8 in bottom surface of concrete body 1, and evenly arrange ringwise, nature, the plurality of connection girder steel 6 circumferentially evenly arranges along reserved stake nest annular distance 5.By Fig. 1, be not difficult to find out, connect girder steel 6 place planes lower than the bottom surface of reserved basic annular distance 2.
It shown in Fig. 3, is the precast concrete cushion cap (being the many pile foundation structures of the second assembling) in reserved basic annular distance and stake nest hole, as seen from Figure 3, the top in each reserved stake nest hole 3 is provided with the grouting duct 7 of the end face that penetrates concrete body 1, and as seen from Figure 4, grouting duct 7 is eccentric annulus (for annular), the interior distance of the reserved basic annular distance 2 in ring wall lateral in duct 7 of being in the milk reduces gradually because of the distance of the central post 20 offering the duct 7 of being in the milk and form, and this point also can clear witness by Fig. 3.
Fig. 5 is the precast concrete cushion cap (being the many pile foundation structures of the third assembling) in pre-embedded foundation ring 15, reserved stake nest hole 3, the precast concrete suspended deck structure in the reserved basic annular distance shown in itself and Fig. 3 and stake nest hole is similar, is just embedded with discharge ring 15.
Meanwhile, the present embodiment provides the method for undertaking the construction of of the many pile foundations of assembling based on above various precast concrete cushion caps, comprises the following steps:
1, complete the installation of foundation pile;
2, hoisting prefabricated concrete bearing platform;
3 give concreting in precast concrete cushion cap, realize the formed by integrally casting of foundation pile and precast concrete cushion cap, complete undertaking the construction of of the many pile foundations of assembling.
Specifically, based on Fig. 1, the method of undertaking the construction of of the many pile foundations of assembling of the precast concrete cushion cap in the reserved basic annular distance 2 shown in 2 and reserved stake nest hole 3, comprise step 1) (in conjunction with Fig. 6), at the interior epimere that reinforcing cage 9 and this reinforcing cage 9 are set of mounted each pile tube 8, be partly placed in outside pile tube 8, again to the interior concreting of this reinforcing cage 9, form inner concrete section 10, extend to the extension concrete segment 11 outside pile tube 8 tops, the changeover portion 12 that connects this inner concrete section 10 and extension concrete segment 11, then outside this extension concrete segment 11 and the pile tube 8 sheathed pile covers 13 in top, finally the flat jack 14(of coarse adjustment is vertically set at the top of this pile cover 13 and sees Fig. 7),
Step 2) (in conjunction with Fig. 7), with 1000t(letter, t represents weight metering unit: ton) crane barge is mentioned the precast concrete cushion cap shown in Fig. 1, make precast concrete cushion cap bottom higher than 1～1. 5 m left and right, 8 tops of pile tube, make reserved stake nest hole 3 aim at after every root canal pile simultaneously, slowly, at the uniform velocity transfer precast concrete cushion cap, after the flat jack 14 of coarse adjustment that presses pipe pile top until the pre-buried connection girder steel 6 in precast concrete cushion cap, survey crew is observed the off normal situation of precast concrete cushion cap immediately with laser level, at any time result is offered to commanding, by regulating the stroke of the flat jack 14 of each stake top place's coarse adjustment, realize the adjustment to the levelness of precast concrete cushion cap, and make leveling error be less than 5cm,
Step 3), in the reserved interior installation discharge ring 15 of basic annular distance 2, and support the leveling of leveling frame realization to discharge ring 15 by the discharge ring being arranged between discharge ring 15 and the bottom surface of reserved basic annular distance 2, make the leveling error of discharge ring 15 be less than 5mm, to reserved basic annular distance 2, reserved stake nest annular distance 5 interior concretings, making whole foundation pile and precast concrete cushion cap cast-in-place is an integral body (realized with the concreting of prefabricated cushion cap casing and being integrated by the cast-in-place second stage concrete in sea), complete undertaking the construction of of the many pile foundations of assembling, see Fig. 8.
And based on Fig. 3, the method of undertaking the construction of of the many pile foundations of assembling of the precast concrete cushion cap in the reserved stake nest hole shown in 4, comprise step 1) (in conjunction with Fig. 6), completing each foundation pile installs, each foundation pile pile crown is cut flat, make each Under Pile top in same level, and be partly placed in outside pile tube 8 in the interior epimere that reinforcing cage 9 and this reinforcing cage 9 are set of each pile tube 8, again to the interior concreting of this reinforcing cage 9, form inner concrete section 10, extend to the extension concrete segment 11 outside pile tube 8 tops, the changeover portion 12 that connects this inner concrete section 10 and extension concrete segment 11, be not difficult to find out, undertaking the construction of in method of the aforesaid many pile foundations of assembling based on reserved basic annular distance and the precast concrete cushion cap in reserved stake nest hole of comparing, this link does not need to install pile cover 13, but the stake top of each pile tube 8 is cut flat, make the stake top of each pile tube 8 in same level, so can guarantee to be lifted on the level of the precast concrete cushion cap on the foundation pile being built into by many root canal piles 8, then enter step 2) (in conjunction with Fig. 9), with 1000t crane barge, the precast concrete cushion cap shown in Fig. 3 is mentioned, make precast concrete cushion cap bottom higher than 1～1. 5 m left and right, 8 tops of pile tube, make reserved stake nest hole 3 aim at after every root canal pile 8 simultaneously, slowly, at the uniform velocity transfer precast concrete cushion cap, 8 tops of each pile tube are contacted completely with the end face in reserved stake nest hole 3, it is then step 3), in the reserved interior installation discharge ring 15 of basic annular distance 2 and discharge ring, support leveling frame, discharge ring support leveling frame comprise end flange 17 and be arranged on the bottom surface of this end flange 17 and the bottom surface of reserved basic annular distance 2 between a plurality of vertically disposed fine-adjustment jack 18, and the plurality of fine-adjustment jack 18 is along being circumferentially evenly arranged on the below of end flange 17, the top of fine-adjustment jack 18 connects with end flange 17 by the adjustment bolt 16 shown in Figure 10, (fine-adjustment jack 18 as shown in figure 13, is vertically mounted on four the pre-buried supporting steel plates 21 that are evenly arranged along end circumference of flange 22 on the bottom surface of reserving basic annular distance 2.) the then off normal situation of laser level observation discharge ring 15 for survey crew, at any time result is offered to commanding, by adjusting bolt 16, regulate the stroke of each fine-adjustment jack 18 to realize the adjustment to the levelness of discharge ring 15, and make leveling error be less than 5mm, after the leveling precision of discharge ring 15 meets the demands, through grouting duct 7, in reserved stake nest hole 3, build second stage concrete, making pile tube 8 and precast concrete cushion cap cast-in-place is an integral body (realized with the concreting of prefabricated cushion cap casing and being integrated by the cast-in-place second stage concrete in sea)), 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.
The method of undertaking the construction of of the many pile foundations of assembling of the precast concrete in the pre-embedded foundation ring 15 based on shown in Fig. 5 and reserved stake nest hole 3, it comprises equally in conjunction with Fig. 6, the step 1) of 11 signals, completing each pile tube 8 installs, each pile tube 8 pile crowns are cut flat, make 8 tops of each pile tube in same level, and be partly placed in outside pile tube 8 in the interior epimere that reinforcing cage 9 and this reinforcing cage 9 are set of each pile tube 8, again to the interior concreting of this reinforcing cage 9, form inner concrete section 10, extend to the extension concrete segment 11 outside pile tube 8 tops, the changeover portion 12 that connects this inner concrete section 10 and extension concrete segment 11, then at each pile tube 8 tops, build support platform 19, and in the flat jack 14 of this support platform 19 top at right angle setting coarse adjustment, then enter step 2), with 1000t crane barge, the precast concrete cushion cap shown in Fig. 5 is mentioned, make precast concrete cushion cap bottom higher than 1～1. 5 m left and right, 8 tops of pile tube, make reserved stake nest hole 3 aim at after every root canal pile 8 simultaneously, slowly, at the uniform velocity transfer precast concrete cushion cap, the flat jack 14 of coarse adjustment is contacted on the bottom surface of concrete bodies 1 (specifically to be contacted near the bottom surface of the concrete body 1 reserved stake nest hole 3), then, the off normal situation of laser level observation precast concrete cushion cap for survey crew, at any time result is offered to commanding, by regulating the stroke of the flat jack 14 of each coarse adjustment, realize the adjustment to the levelness of precast concrete cushion cap, and make leveling error be less than 5mm, finally after the leveling precision of step 3), precast concrete cushion cap meets the demands, through grouting duct 7, in reserved stake nest hole 3, build second stage concrete, making pile tube 8 and precast concrete cushion cap cast-in-place is an integral body (realized with the concreting of prefabricated cushion cap casing and being integrated by the cast-in-place second stage concrete in sea), completes the installation of the many pile foundations of assembling.
What it should be noted that above each assembling fills that pile tube 8 that the foundation pile in basis relates to selects more is steel pipe pile or steel tube concrete pile.
Height h>=the 1.5d of inner concrete section 10, d is pile tube 8 diameters; Pile tube 8 stretches into the length l >d in pile cover 13; The height l of extension concrete segment 11
0>35 d
s, d
sfor bar diameter;
The pile tube at place, precast concrete cushion cap bottom is apart from the distance k>0.4d of the side of precast concrete cushion cap; The length that pile tube 8 stretches into precast concrete cushion cap bottom is at least 100mm.
As seen from Figure 12, the main muscle on 8 tops of pile tube is tubaeform, and the angle of main muscle and vertical direction is 30 °～45 °; When 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; When 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.
Note also: in stake, during apart from a≤3d, d is pile tube 8 diameters, and the steel bar stress of precast concrete cushion cap is evenly arranged in the full duration of precast concrete cushion cap; 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.
When hoisting prefabricated concrete bearing platform, make each suspension centre simultaneously stressed, and should prevent that the hanger 4 on precast concrete cushion cap from producing distortions, the horizontal plane angle of lifting rope and hanger 4 is greatly or equal 45 °.
Before the interior concreting in reserved stake nest hole 3, the inwall in the reserved stake of first dabbing nest hole 3 or at the inwall reserved joint bar in reserved stake nest hole 3, to increase the mechanical snap power of New-old concrete or to strengthen the adhesive property of New-old concrete; When 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, during 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.
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 have been saved, simultaneously can by the on-the-spot reinforcing bar binding in a large amount of seas by land precast yard complete, greatly improved 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 operation such as 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, and precast concrete body is generally selected circular concrete body.
More than exemplifying is only to illustrate of the present utility model, does not form the restriction to protection domain of the present utility model, within the every and same or analogous design of the utility model all belongs to protection domain of the present utility model.
Claims (6)
1. many pile foundation structures of assembling, comprise concrete bodies (1), it is characterized in that, the end face center of described concrete bodies (1) is provided with reserved basic annular distance (2), and the position annular of the corresponding pile tube in bottom surface (8) of concrete body (1) is provided with a plurality of reserved stake nest holes (3) that are evenly arranged.
2. many pile foundation structures of assembling as claimed in claim 1, it is characterized in that: the edge of described concrete bodies (1) is provided with and penetrates the end face of this concrete bodies (1) and the reserved stake nest annular distance (5) of bottom surface, between the inside and outside anchor ring of this reserved stake nest annular distance (5), be provided with a plurality of connection girder steels (6) along circumferential arrangement, reserved stake nest annular distance (5) part between adjacent connection girder steel (6) forms described reserved stake nest hole (3).
3. the many pile foundation structures of assembling as claimed in claim 2, is characterized in that: described a plurality of connection girder steels (6) circumferentially evenly arrange along reserved stake nest annular distance (5).
4. many pile foundation structures of assembling as claimed in claim 2 or claim 3, is characterized in that: described connection girder steel (6) place plane is lower than the bottom surface of described reserved basic annular distance (2).
5. the many pile foundation structures of assembling as claimed in claim 1, is characterized in that: the top in described each reserved stake nest hole (3) is provided with the grouting duct (7) of the end face that penetrates concrete body (1).
6. the many pile foundation structures of assembling as claimed in claim 5, is characterized in that: described grouting duct (7) is eccentric annulus.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420116213.6U CN203782735U (en) | 2014-03-14 | 2014-03-14 | Assembled multi-pile foundationstructure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420116213.6U CN203782735U (en) | 2014-03-14 | 2014-03-14 | Assembled multi-pile foundationstructure |
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| Publication Number | Publication Date |
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| CN203782735U true CN203782735U (en) | 2014-08-20 |
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ID=51318937
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| Application Number | Title | Priority Date | Filing Date |
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| CN201420116213.6U Expired - Lifetime CN203782735U (en) | 2014-03-14 | 2014-03-14 | Assembled multi-pile foundationstructure |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103912006A (en) * | 2014-03-14 | 2014-07-09 | 中国水电顾问集团西北勘测设计研究院有限公司 | Assembled multi-pile foundation structure and construction method thereof |
-
2014
- 2014-03-14 CN CN201420116213.6U patent/CN203782735U/en not_active Expired - Lifetime
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103912006A (en) * | 2014-03-14 | 2014-07-09 | 中国水电顾问集团西北勘测设计研究院有限公司 | Assembled multi-pile foundation structure and construction method thereof |
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| GR01 | Patent grant | ||
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Granted publication date: 20140820 |