CN102747740B - Construction method of silo foundation - Google Patents
Construction method of silo foundation Download PDFInfo
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- CN102747740B CN102747740B CN201210263028.5A CN201210263028A CN102747740B CN 102747740 B CN102747740 B CN 102747740B CN 201210263028 A CN201210263028 A CN 201210263028A CN 102747740 B CN102747740 B CN 102747740B
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Abstract
The invention provides a construction method of a silo foundation. The construction method comprises the following steps: step 1, arranging a plurality of foundation piles (1) on the ground (6); and step 2, fixing a bearing platform (2) on the top of the foundation piles (2), wherein the foundation piles are filling piles; the foundation piles distributed below the middle area of the bearing platform are formed by using a pile bottom and pile side composite grouting process, and the foundation piles distributed below the peripheral area of the bearing platform are formed by using a pile bottom grouting process. According to the construction method of the silo foundation, the bearing capacity of the single foundation piles distributed below the middle area of the bearing platform is greater than that of the single foundation piles distributed below the peripheral area of the bearing platform, so that the uneven settlement of the bearing platform can be relieved even when the load of the middle area of the silo is greater than that of the peripheral area in case that the foundation piles are uniformly distributed below the bearing platform, and pile block counterforce can be uniformly distributed on the foundation piles.
Description
Technical field
The present invention relates to silo, particularly, relate to a kind of construction method of silo foundation.
Background technology
Silo is the warehouse for storing loose unpacked material, is divided into agriculture silo and the large class of industrial silo two.Agricultural silo is used for having grain in reserve, feed equigranular and granular material; Industry silo is for storing the loose unpacked materials such as coke, cement, salt, sugar.Because mechanization silo can shorten the handling flow process of material, reduce and run and maintenance cost, eliminate heavy packed operation, be conducive to mechanization, automated job, so be little by little promoted at agriculture field and industrial circle and apply.
Existing silo foundation is usually according to the restriction of foundation pile minimum spacing, space out, evenly, isometric, equal diameter lays out pile, and each foundation pile adopts identical technique to be formed usually, and the stiffness contribution mainly through equal thickness cushion cap adjusts the uniformity of foundation pile counter-force.Along with superstructure load increases, cushion cap is more and more thicker, and size is also increasing.Under above-mentioned design principles, even if under equally distributed load action, cushion cap sedimentation is also in butterfly sedimentation broad in the middle, periphery is little distribution, and Pile top force is the shape of a saddle distribution that interior stake is large, skirt piles are little.Because silo is commonly used to load heavier material, so the load of silo zone line is greater than the load of peripheral edge margin usually, thus cause above-mentioned phenomenon even more serious.
Summary of the invention
The object of this invention is to provide a kind of construction method of silo foundation, this construction method can alleviate the differential settlement of cushion cap.
To achieve these goals, the invention provides a kind of construction method of silo foundation, this construction method comprises:
Step 1: arrange the stake of many foundation on the ground; With
Step 2: in the top fixed bearing platform of described foundation pile; Wherein,
Described foundation pile is castinplace pile, and the foundation pile be distributed in below described cushion cap zone line adopts at the bottom of stake, the compound post grouting process in stake side is formed, and the foundation pile be distributed in below described cushion cap peripheral edge margin adopts pile bottom post-grouting technique to be formed.
Preferably, described castinplace pile is formed by the following method: on designed stake position, offer circular hole, then in described hole, place reinforcing cage and concrete perfusion.
Preferably, at the bottom of described stake, the compound post grouting process in stake side comprises the following steps: on described reinforcing cage, preset Grouting Pipe and mud jacking valve, after pile in 2-30 days, adopts high-pressure pump to be pressed at the bottom of described stake and stake side by slurries by described Grouting Pipe and mud jacking valve.
Preferably, described pile bottom post-grouting technique comprises the following steps: on described reinforcing cage, preset Grouting Pipe and mud jacking valve, after pile in 2-30 days, adopts high-pressure pump to be pressed at the bottom of described stake by described Grouting Pipe and mud jacking valve by slurries.
Preferably, described cushion cap has the first boss, and this first boss is arranged on the soffit of the peripheral edge margin of described cushion cap, arranges first group of foundation pile below described first boss.
Preferably, described cushion cap also has the second boss, and this second boss is arranged on the soffit of the zone line of described cushion cap, arranges second group of foundation pile below described second boss.
Preferably, the distribution density of described second group of foundation pile is greater than the distribution density of described first group of foundation pile.
Preferably, in described second group of foundation pile, the cross-sectional area of every foundation stake of foundation pile at least partially is all greater than the cross-sectional area of every foundation stake in described first group of foundation pile.
Preferably, in described first group of foundation pile, the cross-sectional area of all foundation piles is all equal, in described second group of foundation pile, the cross-sectional area of all foundation piles is all equal, and in described second group of foundation pile, the cross-sectional area of single foundation pile is greater than the cross-sectional area of single foundation pile in described first group of foundation pile.
Preferably, described second boss is positioned at the position, middle of described cushion cap, described cushion cap also has the 3rd boss, the soffit that 3rd boss is arranged on the zone line of described cushion cap, between described first boss and the second boss, arranges the 3rd group of foundation pile below described 3rd boss.
Preferably, the distribution density of described 3rd group of foundation pile is greater than the distribution density of described first group of foundation pile and is less than the distribution density of described second group of foundation pile.
Preferably, in described 3rd group of foundation pile, the cross-sectional area of every foundation stake of foundation pile at least partially is all greater than the cross-sectional area of every foundation stake in described first group of foundation pile and is all less than the cross-sectional area of every foundation stake in described second group of foundation pile.
Preferably, in described first group of foundation pile, the cross-sectional area of all foundation piles is all equal, in described second group of foundation pile, the cross-sectional area of all foundation piles is all equal, in described 3rd group of foundation pile, the cross-sectional area of all foundation piles is all equal, and in described 3rd group of foundation pile, the cross-sectional area of single foundation pile is greater than the cross-sectional area of single foundation pile in described first group of foundation pile and is less than the cross-sectional area of single foundation pile in described second group of foundation pile.
Preferably, described first boss is annular, and described second boss is rectangle, and described 3rd boss is two, and these two the 3rd boss are strip and lay respectively at the both sides of described second boss.
Due in the present invention, the foundation pile be distributed in below described cushion cap zone line adopts at the bottom of stake, the compound post grouting process in stake side is formed, the foundation pile be distributed in below described cushion cap peripheral edge margin adopts pile bottom post-grouting technique to be formed, so the bearing capacity being distributed in the single foundation pile below described cushion cap zone line is greater than the bearing capacity of the single foundation pile be distributed in below described cushion cap peripheral edge margin, so at foundation pile below cushion cap in equally distributed situation, even if the load of silo zone line is greater than the load of peripheral edge margin, also the differential settlement of cushion cap can be alleviated, Pile top force is distributed as far as possible equably on foundation pile.
Other features and advantages of the present invention are described in detail in detailed description of the invention part subsequently.
Accompanying drawing explanation
Accompanying drawing is used to provide a further understanding of the present invention, and forms a part for manual, is used from explanation the present invention, but is not construed as limiting the invention with detailed description of the invention one below.In the accompanying drawings:
Fig. 1 is the plan structure schematic diagram of the silo foundation adopting the construction method of silo foundation provided by the invention to build up;
Fig. 2 is the sectional view cut open along A-A line in Fig. 1.
Description of reference numerals
1: foundation pile; 2: cushion cap; 3: the first boss; 4: the second boss; 5: the three boss; 6: ground.
Detailed description of the invention
Below in conjunction with accompanying drawing, the specific embodiment of the present invention is described in detail.Should be understood that, detailed description of the invention described herein, only for instruction and explanation of the present invention, is not limited to the present invention.
In the present invention, when not doing contrary explanation, the term " distribution density of foundation pile " of use refers to the number of foundation pile in unit area; Term " cushion cap zone line " refers to the part for providing support the material in silo; Term " cushion cap peripheral edge margin " refers to the part for providing support the cylindrical shell of silo.
As depicted in figs. 1 and 2, the invention provides a kind of construction method of silo foundation, this construction method comprises:
Step 1: arrange many foundation stake 1 on ground 6; With
Step 2: in the top fixed bearing platform 2 of described foundation pile 1; Wherein,
Described foundation pile 1 is castinplace pile, and the foundation pile 1 be distributed in below described cushion cap 2 zone line adopts at the bottom of stake, the compound post grouting process in stake side is formed, and the foundation pile 1 be distributed in below described cushion cap 2 peripheral edge margin adopts pile bottom post-grouting technique to be formed.
Described castinplace pile is conventionally known to one of skill in the art, and usually, described castinplace pile is formed by the following method: on designed stake position, offer circular hole, then in described hole, place reinforcing cage and concrete perfusion.
At the bottom of described stake, the compound post grouting process in stake side and pile bottom post-grouting technique is routine techniques.Wherein, grouting amount, grouting pressure, the isoparametric selection of water/binder ratio are determined according to Specific construction conditions such as the sizes of foundation pile 1.The determination mode of above-mentioned parameter is conventionally known to one of skill in the art, does not repeat them here.
At the bottom of described stake, the compound post grouting process in stake side can comprise the following steps: on described reinforcing cage, preset Grouting Pipe and mud jacking valve, after pile in 2-30 days, adopts high-pressure pump to be pressed at the bottom of described stake and stake side by slurries by described Grouting Pipe and mud jacking valve.
Described pile bottom post-grouting technique can comprise the following steps: on described reinforcing cage, preset Grouting Pipe and mud jacking valve, after pile in 2-30 days, adopts high-pressure pump to be pressed at the bottom of described stake by described Grouting Pipe and mud jacking valve by slurries.
The reinforcing effect of grouting behind shaft or drift lining comprises two aspects, and one is reinforce pile bottom sediment and stake side mud skin; Two is play reinforcement effect to the soil body of at the bottom of stake and stake side certain limit by infiltrating (coarse-grained soil), splitting (fine grained soils) and densification (mollisol) slip casting, thus strengthens pile side resistance and end resistance, improves bearing capacity of single pile, reduces sedimentation.
Due at the bottom of stake, the compound post grouting process in stake side be simultaneously at the bottom of stake and stake side pressure enter slurries, and pile bottom post-grouting technique only enters slurries at stake base pressure, so at the bottom of stake, the reinforcing effect of the compound post grouting process in stake side is better than the reinforcing effect of pile bottom post-grouting technique, thus at the bottom of stake, the bearing capacity of foundation pile 1 that formed of the compound post grouting process in stake side is greater than the bearing capacity of the foundation pile 1 that pile bottom post-grouting technique is formed.Due in the present invention, the foundation pile 1 be distributed in below described cushion cap 2 zone line adopts at the bottom of stake, the compound post grouting process in stake side is formed, the foundation pile 1 be distributed in below described cushion cap 2 peripheral edge margin adopts pile bottom post-grouting technique to be formed, so the bearing capacity being distributed in the single foundation pile 1 below described cushion cap 2 zone line is greater than the bearing capacity of the single foundation pile 1 be distributed in below described cushion cap 2 peripheral edge margin, so at foundation pile 1 below cushion cap 2 in equally distributed situation, even if the load of silo zone line is greater than the load of peripheral edge margin, also the differential settlement of cushion cap 2 can be alleviated, Pile top force is distributed as far as possible equably on foundation pile 1.
In order to improve the rigidity of cushion cap 2 at the position of Load concentration, prevent cushion cap 2 from deforming, preferably, described cushion cap 2 has the first boss 3, this first boss 3 is arranged on the soffit of the peripheral edge margin of described cushion cap 2, below described first boss 3, arrange first group of foundation pile 1.First boss 3 can take various suitable mode to be arranged on the soffit of the peripheral edge margin of cushion cap 2, and such as the first boss 3 can be integrally formed with cushion cap 2.First boss 3 can be one or more.Conveniently arrange, preferably, described first boss 3 is one, and this first boss 3 is annular.Certainly, as selection, the first boss 3 also can be multiple, and the plurality of first boss 3 can be uniformly distributed along the peripheral edge margin of cushion cap 2.The shape of the first boss 3 usually and the shape of the peripheral edge margin of cushion cap 2 respond.Such as, when cushion cap 2 is circular, the first boss 3 can be formed as annular accordingly.The first group of foundation pile 1 arranged below described first boss 3 is for providing support the cylindrical shell of silo.
In order to improve the rigidity of cushion cap 2 at the position of Load concentration, prevent cushion cap 2 from deforming, preferably, described cushion cap 2 also has the second boss 4, this second boss 4 is arranged on the soffit of the zone line of described cushion cap 2, below described second boss 4, arrange second group of foundation pile 1.Second boss 4 can take various suitable mode to be arranged on the soffit of the zone line of cushion cap 2, and such as the second boss 4 can be integrally formed with cushion cap 2.Second boss 4 can be one or more.Second boss 4 can take various suitable shape, such as circular, square or rectangle.In the embodiment shown in Fig. 1 and Fig. 2, the second boss 4 is one, and is formed as rectangle.The second group of foundation pile 1 arranged below described second boss 4 provides support for the material held in silo.
A preferred embodiment of the invention, the distribution density of described second group of foundation pile 1 is greater than the distribution density of described first group of foundation pile 1.Like this, can be combined with the forming technology of above-mentioned foundation pile 1, improve total bearing capacity of the foundation pile 1 be distributed in below described cushion cap 2 zone line further, thus alleviate the differential settlement of cushion cap 2 further.
According to another kind of preferred embodiment of the present invention, in described second group of foundation pile 1, the cross-sectional area of every foundation stake 1 of foundation pile 1 at least partially is all greater than the cross-sectional area of every foundation stake 1 in described first group of foundation pile 1.The cross-sectional area remaining every foundation stake 1 of foundation pile 1 in second group of foundation pile 1 can equal even to be less than the cross-sectional area of every foundation stake 1 in first group of foundation pile 1, arranges according to specific needs.Conveniently arrange, preferably, in described first group of foundation pile 1, the cross-sectional area of all foundation piles 1 is all equal, in described second group of foundation pile 1, the cross-sectional area of all foundation piles 1 is all equal, and in described second group of foundation pile 1, the cross-sectional area of single foundation pile 1 is greater than the cross-sectional area of single foundation pile 1 in described first group of foundation pile 1.Like this, can be combined with the forming technology of above-mentioned foundation pile 1, improve total bearing capacity of the foundation pile 1 be distributed in below described cushion cap 2 zone line further, thus alleviate the differential settlement of cushion cap 2 further.Certainly, as selection, also the distribution density of second group of foundation pile 1 can be made to be greater than the distribution density of first group of foundation pile 1, to make the cross-sectional area of every foundation stake 1 of foundation pile 1 at least partially in second group of foundation pile 1 all be greater than the cross-sectional area of every foundation stake 1 in first group of foundation pile 1 simultaneously.
In order to improve the rigidity of cushion cap 2 at the position of Load concentration, prevent cushion cap 2 from deforming, preferably, described second boss 4 is positioned at the position, middle of described cushion cap 2, described cushion cap 2 also has the 3rd boss 5, the soffit that 3rd boss 5 is arranged on the zone line of described cushion cap 2, between described first boss 3 and the second boss 4, arranges the 3rd group of foundation pile 1 below described 3rd boss 5.3rd boss 5 can take various suitable mode to be arranged on the soffit of the zone line of cushion cap 2, and such as the 3rd boss 5 can be integrally formed with cushion cap 2.3rd boss 5 can be one or more.3rd boss 5 can take various suitable shape, such as square, strip or annular.In the embodiment shown in Fig. 1 and Fig. 2, the 3rd boss 5 is two, and is formed as strip, and these two the 3rd boss 5 lay respectively at the both sides of the second boss 4.The material of the 3rd group of foundation pile 1 arranged below described 3rd boss 5 also for holding in silo provides support.
Due in the silo, the position load the closer to centre is larger, so a preferred embodiment of the invention, the distribution density of described 3rd group of foundation pile 1 is greater than the distribution density of described first group of foundation pile 1 and is less than the distribution density of described second group of foundation pile 1.Like this, the differential settlement of cushion cap 2 can be prevented further.
According to another kind of preferred embodiment of the present invention, in described 3rd group of foundation pile 1, the cross-sectional area of every foundation stake 1 of foundation pile 1 at least partially is all greater than the cross-sectional area of every foundation stake 1 in described first group of foundation pile 1 and is all less than the cross-sectional area of every foundation stake 1 in described second group of foundation pile 1.The cross-sectional area remaining every foundation stake 1 of foundation pile 1 in 3rd group of foundation pile 1 can equal even to be less than the cross-sectional area of every foundation stake 1 in first group of foundation pile 1, and equals even to be greater than the cross-sectional area of every foundation stake 1 in second group of foundation pile 1, arranges according to specific needs.Conveniently arrange, preferably, in described first group of foundation pile 1, the cross-sectional area of all foundation piles 1 is all equal, in described second group of foundation pile 1, the cross-sectional area of all foundation piles 1 is all equal, in described 3rd group of foundation pile 1, the cross-sectional area of all foundation piles 1 is all equal, and in described 3rd group of foundation pile 1, the cross-sectional area of single foundation pile 1 is greater than the cross-sectional area of single foundation pile 1 in described first group of foundation pile 1 and is less than the cross-sectional area of single foundation pile 1 in described second group of foundation pile 1.Aforesaid way also can prevent the differential settlement of cushion cap 2 further.
Above-mentioned two kinds of embodiments can combine use, namely be greater than the distribution density of described first group of foundation pile 1 in the distribution density of described 3rd group of foundation pile 1 and while being less than the distribution density of described second group of foundation pile 1, make the cross-sectional area of every foundation stake 1 of foundation pile 1 at least partially in described 3rd group of foundation pile 1 all be greater than the cross-sectional area of every foundation stake 1 in described first group of foundation pile 1 and all be less than the cross-sectional area of every foundation stake 1 in described second group of foundation pile 1.
The generation type of described first boss 3, second boss 4 and the 3rd boss 5 is freer.As selection, described first boss 3, second boss 4 and the 3rd boss 5 also can be connected as a single entity.
The method for arranging of described foundation pile 1 on ground 6 and described cushion cap 2 are that those skilled in the art are in common knowledge at the fixing means at foundation pile 1 top, do not repeat them here.In the embodiment shown in figure 2, foundation pile 1 and cushion cap 2 are arranged on the below on ground 6.Described foundation pile 1 is generally column (such as cylindric).Described cushion cap 2 can, according to design needs, be designed to circular or square.
Due in the present invention, the foundation pile 1 be distributed in below described cushion cap 2 zone line adopts at the bottom of stake, the compound post grouting process in stake side is formed, the foundation pile 1 be distributed in below described cushion cap 2 peripheral edge margin adopts pile bottom post-grouting technique to be formed, so the bearing capacity being distributed in the single foundation pile 1 below described cushion cap 2 zone line is greater than the bearing capacity of the single foundation pile 1 be distributed in below described cushion cap 2 peripheral edge margin, so at foundation pile 1 below cushion cap 2 in equally distributed situation, even if the load of silo zone line is greater than the load of peripheral edge margin, also the differential settlement of cushion cap 2 can be alleviated, Pile top force is distributed as far as possible equably on foundation pile 1.
Below the preferred embodiment of the present invention is described in detail by reference to the accompanying drawings; but; the present invention is not limited to the detail in above-mentioned embodiment; within the scope of technical conceive of the present invention; can carry out multiple simple variant to technical scheme of the present invention, these simple variant all belong to protection scope of the present invention.
It should be noted that in addition, each the concrete technical characteristic described in above-mentioned detailed description of the invention, in reconcilable situation, can be combined by any suitable mode.In order to avoid unnecessary repetition, the present invention illustrates no longer separately to various possible combination.
In addition, also can be combined between various different embodiment of the present invention, as long as it is without prejudice to thought of the present invention, it should be considered as content disclosed in this invention equally.
Claims (12)
1. a construction method for silo foundation, this construction method comprises:
Step 1: in ground (6) upper layout many foundation stake (1); With
Step 2: in the top fixed bearing platform (2) of described foundation pile (1); It is characterized in that,
Described foundation pile (1) is castinplace pile, the foundation pile (1) be distributed in below described cushion cap (2) zone line adopts at the bottom of stake, the compound post grouting process in stake side is formed, and the foundation pile (1) be distributed in below described cushion cap (2) peripheral edge margin adopts pile bottom post-grouting technique to be formed.
Described castinplace pile is formed by the following method: on designed stake position, offer circular hole, then in described hole, place reinforcing cage and concrete perfusion,
Wherein, at the bottom of described stake, the compound post grouting process in stake side comprises the following steps: on described reinforcing cage, preset Grouting Pipe and mud jacking valve, after pile in 2-30 days, adopts high-pressure pump to be pressed at the bottom of described stake and stake side by slurries by described Grouting Pipe and mud jacking valve.
2. the construction method of silo foundation according to claim 1, wherein, described pile bottom post-grouting technique comprises the following steps: on described reinforcing cage, preset Grouting Pipe and mud jacking valve, after pile in 2-30 days, high-pressure pump is adopted to be pressed at the bottom of described stake by described Grouting Pipe and mud jacking valve by slurries.
3. the construction method of silo foundation according to claim 1, wherein, described cushion cap (2) has the first boss (3), this first boss (3) is arranged on the soffit of the peripheral edge margin of described cushion cap (2), below described first boss (3), arrange first group of foundation pile.
4. the construction method of silo foundation according to claim 3, wherein, described cushion cap (2) also has the second boss (4), this second boss (4) is arranged on the soffit of the zone line of described cushion cap (2), below described second boss (4), arrange second group of foundation pile.
5. the construction method of silo foundation according to claim 4, wherein, the distribution density of described second group of foundation pile is greater than the distribution density of described first group of foundation pile.
6. the construction method of the silo foundation according to claim 4 or 5, wherein, in described second group of foundation pile, the cross-sectional area of every foundation stake (1) of foundation pile is all greater than the cross-sectional area of every foundation stake (1) in described first group of foundation pile at least partially.
7. the construction method of silo foundation according to claim 6, wherein, in described first group of foundation pile, the cross-sectional area of all foundation piles (1) is all equal, in described second group of foundation pile, the cross-sectional area of all foundation piles (1) is all equal, and in described second group of foundation pile, the cross-sectional area of single foundation pile (1) is greater than the cross-sectional area of single foundation pile (1) in described first group of foundation pile.
8. the construction method of silo foundation according to claim 4, wherein, described second boss (4) is positioned at the position, middle of described cushion cap (2), described cushion cap (2) also has the 3rd boss (5), the soffit that 3rd boss (5) is arranged on the zone line of described cushion cap (2) is positioned between described first boss (3) and the second boss (4), the 3rd group of foundation pile is set below described 3rd boss (5).
9. the construction method of silo foundation according to claim 8, wherein, the distribution density of described 3rd group of foundation pile is greater than the distribution density of described first group of foundation pile and is less than the distribution density of described second group of foundation pile.
10. the construction method of silo foundation according to claim 8 or claim 9, wherein, in described 3rd group of foundation pile, the cross-sectional area of every foundation stake (1) of foundation pile is all greater than the cross-sectional area of every foundation stake (1) in described first group of foundation pile and is all less than the cross-sectional area of every foundation stake (1) in described second group of foundation pile at least partially.
The construction method of 11. silo foundation according to claim 10, wherein, in described first group of foundation pile, the cross-sectional area of all foundation piles (1) is all equal, in described second group of foundation pile, the cross-sectional area of all foundation piles (1) is all equal, in described 3rd group of foundation pile, the cross-sectional area of all foundation piles (1) is all equal, and in described 3rd group of foundation pile, the cross-sectional area of single foundation pile (1) is greater than the cross-sectional area of single foundation pile (1) in described first group of foundation pile and is less than the cross-sectional area of single foundation pile (1) in described second group of foundation pile.
The construction method of 12. silo foundation according to claim 8, wherein, described first boss (3) is annular, described second boss (4) is rectangle, described 3rd boss (5) is two, and these two the 3rd boss (5) are strip and lay respectively at the both sides of described second boss (4).
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| JP3918461B2 (en) * | 2001-06-06 | 2007-05-23 | 株式会社大林組 | Construction method for underwater foundation |
| CN201671102U (en) * | 2010-06-01 | 2010-12-15 | 鞍钢集团矿业公司 | Foundation structure of large-load industrial building |
| CN102002950A (en) * | 2010-11-11 | 2011-04-06 | 东南大学 | Liquid division slip casting reinforcing method for subsurface structure construction joints |
| CN102312443A (en) * | 2010-07-01 | 2012-01-11 | 中交第一航务工程勘察设计院有限公司 | Bearing platform structure with variable cross section and variable rigidity for special-shaped compound cross-section pile and construction method thereof |
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|---|---|---|---|---|
| JP3918461B2 (en) * | 2001-06-06 | 2007-05-23 | 株式会社大林組 | Construction method for underwater foundation |
| JP2004232436A (en) * | 2003-02-03 | 2004-08-19 | Ohbayashi Corp | Pier foundation reinforcing method and pier foundation reinforcing structure |
| CN201671102U (en) * | 2010-06-01 | 2010-12-15 | 鞍钢集团矿业公司 | Foundation structure of large-load industrial building |
| CN102312443A (en) * | 2010-07-01 | 2012-01-11 | 中交第一航务工程勘察设计院有限公司 | Bearing platform structure with variable cross section and variable rigidity for special-shaped compound cross-section pile and construction method thereof |
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