CN1112487C - Pipe sinking prefabricated steel concrete club-footed pile and its pile making method and equipment - Google Patents
Pipe sinking prefabricated steel concrete club-footed pile and its pile making method and equipment Download PDFInfo
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- CN1112487C CN1112487C CN97105261A CN97105261A CN1112487C CN 1112487 C CN1112487 C CN 1112487C CN 97105261 A CN97105261 A CN 97105261A CN 97105261 A CN97105261 A CN 97105261A CN 1112487 C CN1112487 C CN 1112487C
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Abstract
The present invention relates to a pipe sinking prefabricated steel concrete bottom-expanding pile, a pile-forming method and equipment thereof. The pile is composed of a prefabricated pile body (2) and a cast-in-place steel concrete base (1), wherein the pile body (2) and the base (1) are butted, anchored and connected into a whole by an inserted reinforcement (3) positioned at the bottom of the pile body in a hard soil layer under the positioning of a sinking pipe (5). The present invention can effectively avoid the phenomena of pile break and necking existing in a pipe sinking filling pile, greatly improve the bearing capacity of the pile, ensure the quality of the pile body and have low rate of the manufacture cost of a single pile to the bearing capacity of a single pile. The present invention is a bearing capacity changing pile and has the advantages of wide application range, universality in various buildings, simple process of pile formation, cleanness and no noise.
Description
Technical field:
The present invention relates to be used for the stake of Foundation Design, particularly a kind of pipe sinking prefabricated steel concrete club-footed pile that is applicable to soft foundation.
Background technology:
China's Coastal Areas all belongs to soft foundation, and at present in the pile foundation engineering of soft foundation, that generally adopts has three kinds of stakes: tube-sinking cast-in-situ pile, preformed pile and large diameter bored pile.Wherein, the large diameter bored pile bearing capacity is the highest, but its involve great expense, work efficiency is low, and is and seriously polluted during construction.So generally only being used for the image height layer builds the high building of this class requirement for bearing capacity; The quality of preformed pile is good, bearing capacity is also higher, but its cost is also high, generally is used for the higher building of safe class.Press the stressing conditions classification, this three all belongs to friction pile.At present, what be most widely used among the three is tube-sinking cast-in-situ pile, accounts for about 80% of all kinds of stake total quantitys, and this pile body is that cast-in-situ steel concrete (being steel concrete), pile crown are precast reinforced concrete.When executing, first immersed tube to the hardpan (referring generally to plastic to cohesive soil, the farinose argillic horizon of moulding state firmly) in the ground is imbedded prefabricated pile crown, irritates concrete cast pile then.But because the difference in geological epoch that the earth earth's crust forms, soft foundation generally alternately presents soft with the increase of the crust layer degree of depth, hardpan, when continuous piling construction, after pile driving construction can produce extruding to soil layer, the stake that has influence on perfusion formerly and do not solidify fully as yet, this situation is especially serious at the intersection of weak soil layer and hardpan, thereby broken pile takes place easily, necking, cause pile quality not guarantee, generally have the tube-sinking cast-in-situ pile of 10-20% not reach requirement approximately, this forces the designer that bearing capacity of single pile is very lowly fixed, so cause following to gather, cause soil body gross distortion, even jeopardize pile quality.Another shortcoming of this stake is that bearing capacity is low, for increasing bearing capacity, generally adopt the way add companding after irritating concrete cast pile body at the bottom of, but because of mode at the bottom of such expansion, its size shape is determined inadequately and be regular, thereby application is restricted.
In general, the pile quality of preformed pile is than the height of cast-in-place pile body, so adopting precast pile in tube-sinking cast-in-situ pile is effectively to improve the quality and the good method of bearing capacity, as application number is that the Chinese invention patent application " pre-poured composite tube stake and pile-formation process thereof and equipment " of ZL931192960.9 discloses a kind of expanded bore pile that improves pile capacity and pile quality, its pile body is a prefabricated concrete pipe pile, fetch earth imbed pile body after, penetration concrete is cast-in-place and press while shaking and to form enlarged footing, this enlarged footing and the compound pile tube of prefabricated concrete pipe pile Joint formation concrete in the pile tube.
The patent SU1564267A1 of the former Soviet Union " high-bearing capacity stake " discloses a kind of precast reinforced concrete pile, this comprises the flexible piece that a hollow pile body and is made of circumferential component and central module, wherein circumferential component has afterbody to stretch in the pile body pipe, when immersed tube to design elevation, periphery launches and expands at the end.
In the clear 60-440420 Japan Patent, a kind of " composite foundation stake " disclosed.This stake is " the big footpath of perfusion, bottom concrete pile is expanded in the stake hole that enlarges toward the bottom, is pressed into the steel-shod path concrete precast pile of head from this concrete pile top, with above-mentioned concrete pouring stake and this concrete prefabricated becoming one ".Its piling method excavates the stake hole for adopting the ring current method that reverses.In this technical scheme, on the one hand, the composite foundation stake itself has determined its expansion end can only select this pile mode of " ring current method that reverses excavates a stake hole "; On the other hand, its larger diameter base that can become of this pile mode can only be with the size restrictions that enlarges about 200mm.Thus, so-called " expanded bore pile " in fact only is that the lower end is large diameter bored pile, and top is the smaller pile tube of diameter.For pile body diameter 600mm, the diameter of its base only enlarges about 200mm, and from its end load analysis as can be known, such " at the bottom of the expansion " size can not reach the purpose of effective raising pile bearing capacity far away.Moreover, the piling method of " employing reverse ring current method excavate a stake hole " more makes this " expanded bore pile " improper because of piling method, and it expands end effect even is negated.
Summary of the invention:
Technical problem to be solved by this invention is to avoid existing weak point in the above-mentioned prior art, and a kind of pipe sinking prefabricated steel concrete club-footed pile that had not only guaranteed pile quality but also can effectively improve bearing capacity is provided.
The technical scheme that technical solution problem of the present invention is adopted is:
Pipe sinking prefabricated steel concrete club-footed pile is made of precast pile and the cast-in-situ steel concrete base that is positioned at hardpan, and described pile body utilizes the joint bar that is positioned at its bottom to become whole with base butt joint anchor connection in hardpan.Design feature of the present invention is: described pile body diameter of section d is 250mm～700mm, and the ratio of described base maximum diameter of section D and pile body diameter of section d is 1.5＜D/d＜5.5.
The kind that piling method of the present invention is pressed pile body is different with sequencing, and following three kinds of situations are arranged:
Method one:
A, the immersed tube that will have a metal pile head pass the weak soil layer and are sink to the design elevation hardpan;
B, taking-up metal pile head, and in immersed tube, cut the earth, fetch earth to form and expand end base cavity pocket, radial steel reinforcement should be put into base cavity pocket in case of necessity and hammer into pan soil;
C, no matter for solid or hollow precast reinforced concrete pile body, pre-fixed joint bars in the bottom in advance all, then, first Cast-in-place concrete forms base, puts into the precast reinforced concrete pile body again in immersed tube, and docks anchoring by its bottom joint bar with the Cast-in-place concrete base;
D, extract immersed tube, pile.
Method two:
A, the immersed tube that will have a metal pile head pass the weak soil layer and are sink to the design elevation hardpan;
B, taking-up metal pile head, and in immersed tube, cut the earth, fetch earth to form and expand end base cavity pocket, radial steel reinforcement should be put into base cavity pocket in case of necessity and hammer into pan soil;
C, at the pre-fixed joint bar in hollow precast reinforced concrete pile body bottom, in immersed tube, put into earlier the precast reinforced concrete pile body then, perfusion concrete or steel concrete to design elevation form base in the stake pipe again, and retouch solid mutually with pile body;
D, extract immersed tube, pile.
Method three:
A, the immersed tube that will have a metal pile head pass the weak soil layer and are sink to the design elevation hardpan;
B, taking-up metal pile head, and in immersed tube, cut the earth, fetch earth to form and expand end base cavity pocket, radial steel reinforcement should be put into base cavity pocket in case of necessity and hammer into pan soil;
C, put into hollow precast reinforced concrete pile body in immersed tube, then joint bar is put into the bottom in the stake pipe, perfusion concrete or steel concrete to design elevation form base in the stake pipe again, and retouch solid mutually with pile body;
D, extract immersed tube, pile.
Compared with the prior art, beneficial effect of the present invention is embodied in:
Among the present invention, pipe sinking prefabricated steel concrete club-footed pile bottom diameter routine can reach 1.5～1.7 meters, expands floor space and can reach 2.3 square metres, and hold load to reach 270T this moment.This be fully prior art can not and.The present invention inherits the advantage of tube-sinking cast-in-situ pile, has overcome the low shortcoming of immersed tube bored pile capacity again, stops broken pile, necking effectively, not only guarantees pile quality but also can effectively improve bearing capacity.Its single pile cost is low with the ratio of bearing capacity of single pile.Formation of pile is simple, cleaning and noiseless.
The drawing explanation:
Fig. 1 is a structural upright schematic diagram of the present invention.
Fig. 2 is the present invention's the example structure schematic diagram with cast-in-place flat steel concrete base.
Fig. 3 is the present invention's the example structure schematic diagram with cast-in-place sunken bottom steel concrete base.
Fig. 4 is the present invention's the example structure schematic diagram with cast-in-place concave bottom steel concrete base.
Fig. 5 is the radiation muscle deployed condition knot schematic diagram that places the present invention's base.
Fig. 6 is circular solid precast pile schematic diagram for the present invention's section.
Fig. 7 is the solid precast pile schematic diagram of rectangle for the present invention's section.
Fig. 8 is the leg-of-mutton solid precast pile schematic diagram of top rake for the present invention's section.
Fig. 9 is the hollow preformed pile body schematic diagram of annular for the present invention's section.
Figure 10 is the pile body sectional schematic diagram of the present invention's prefabricated compound concrete pile body embodiment.
Figure 11 is the pile body sectional schematic diagram of the present invention's prefabricated clad steel concrete pile body embodiment.
Figure 12 is one of pile-formation process flow chart of the present invention.
Figure 13 is two of a pile-formation process flow chart of the present invention.
Figure 14 is three of a pile-formation process flow chart of the present invention.
Figure 15 is immersed tube head and the metal pile head structural representation that is used for pile-formation process of the present invention.
Figure 16 is the A-A sectional view of Figure 15.
Figure 17 is the B-B sectional view of Figure 15.
Figure 18 is the C-C sectional view of Figure 15.
The specific embodiment:
Shown in Fig. 1-4, pipe sinking prefabricated steel concrete club-footed pile is made of precast pile 2 and cast-in-situ steel concrete base 1, and pile body 2 utilizes the joint bar 3 that is positioned at its bottom to become whole with base 1 butt joint anchor connection under the immersed tube location in hardpan.
The diameter of base 1 maximum should be greater than the diameter of pile body 2, and best, pile body 2 diameter of section d are 250～700 millimeters, and the ratio of base 1 cross section maximum diameter D and d is generally 1.5＜D/d＜5.5.Base 1 center is preferably coaxial with pile body 2 centers, and this can be guaranteed by immersed tube in construction.
The concrete shape of cast-in-situ steel concrete base 1 is unrestricted, but test shows that three class shapes shown in Fig. 2～4 are preferable: Figure 2 shows that a flat steel concrete base, its top roughly is the circular cone stage body, and the bottom roughly is cylinder, and the bottom is the plane; Figure 3 shows that a sunken bottom steel concrete base, its top roughly is the circular cone stage body, and the bottom roughly is the spherical crown shape, and the bottom is a convex surface; And concave bottom steel concrete base as shown in Figure 4, its top roughly is the circular cone stage body, and the bottom roughly is cylinder, and the bottom is the concave surface of hollow, and the cavity shape is the best with the frustum of a cone shown in Figure 4, also can be the spherical crown shape.In these several situations, the bus of the base 1 epimere frustum of a cone and angle≤45 of central axis °.And be bearing capacity with concave bottom base shown in Figure 4 among the three for the highest.
The type of pile body 2 is unrestricted, and the precast pile embodiment of several different sections is shown as Fig. 6～11.Wherein to belong to the cross section be solid precast pile to Fig. 6～Fig. 8: circle, rectangle, top rake triangle, Fig. 9 are the hollow preformed pile body, also can be circular, rectangle or top rake triangle etc., and Figure 10～11 are composite pile body.Preliminary treatment can be done to increase pile body frictional force in pile body 2 surfaces.This precast pile can be that prestress concrete also can be non-prestress concrete, can also be the steel pipe pile body.But considering from bearing capacity and economic angle, is best with the prestress concrete.In addition, pile body 2 can also be to be made of hollow, solid section setting, or synthetic by precast prestressed concrete and non-prestressed concrete, and wherein, prestress concrete is arranged on outermost layer.For water the solid pile body that concrete is made in circular thin-wall prestress steel concrete preformed pile, pile body perfusion concrete is subjected to the strong protection of prestress concrete thin-walled or prefabricated thin-wall as shown in figure 10.Figure 11 has strengthened pile body horizontal force resistant, anti-axial force and uplift resistance effectively for water the solid composite pile body that hot-metal carburized steel concrete or concrete are made in the annular prestressed steel concrete of heavy wall preformed pile.Immersed tube among Fig. 7, Fig. 8 and pile body the space provide the pile body surface-treated may, as irritating sand therein, so just can increase frictional force to form the sand wall.The triangle top rake section of Fig. 8 is to concentrate for fear of stress.
Because square being directly proportional of pile capacity and base diameter, so the bigger pile capacity of base diameter is also bigger.For the D/d in the present embodiment＞1.5, should in base 1, dispose radial steel reinforcement 4.As shown in Figure 5, its structure is the umbrella stand shape, be polygonal after the hinged expansion of distribution bar 42 head and the tail, the edge that main muscle 41 afterbodys are hinged in central iron plate 44, head and distribution bar 42 hinge points constitute fixing hinge 43, iron plate 44 bottom surfaces are provided with the iron nail that can hammer in the pan soil, hammer in the pan soil that radiation muscle 41 moves, further rises position-limiting action when preventing Cast-in-place concrete.
The following specifically describes the piling method of pipe sinking prefabricated steel concrete club-footed pile.
Method 1:
A, the immersed tube 5 that will have a metal pile head 6 earlier pass the weak soil layer and are sink to the design elevation hardpan, shown in Figure 12 a;
B, taking-up metal pile head 6, and in immersed tube 5, cut the earth, fetch earth to form and expand end base cavity pocket, shown in Figure 12 b～12e, radial steel reinforcement 4 should be put into base cavity pocket and hammered into pan soil in case of necessity, shown in Figure 13 f;
C, no matter for solid or hollow precast reinforced concrete pile body 2, pre-fixed joint bars 3 in the bottom in advance all, then, elder generation's Cast-in-place concrete forms base 1, in immersed tube 5, put into precast reinforced concrete pile body 2 again, and dock anchoring with the Cast-in-place concrete base, shown in Figure 13 g～13i by its bottom joint bar 3, for hollow pile body 2 wherein, if needed can be again make composite pile body or hollow, solid section setting and composite pile body 2 by design pouring concrete concrete or steel concrete.
D, extract immersed tube 5, pile, shown in Figure 13 j and Figure 14 i '.
Method two:
A, the immersed tube 5 that will have a metal pile head 6 earlier pass the weak soil layer and are sink to the design elevation hardpan, shown in Figure 12 a;
B, taking-up metal pile head 6, and in immersed tube 5, cut the earth, fetch earth to form and expand end base cavity pocket, shown in Figure 12 b～12e, radial steel reinforcement 4 should be put into base cavity pocket and hammered into pan soil in case of necessity, shown in Figure 13 f;
C, for hollow precast reinforced concrete pile body 2, can fix joint bar 3 in advance in the bottom, put into earlier precast reinforced concrete pile body 2 then in immersed tube 5, perfusion concrete or steel concrete to design elevation forms base 1 in the stake pipe again, and with pile body 2 retouch mutually solid, shown in Figure 14 g '～14I '; Can make composite pile body or composite pile body 2 hollow, that solid section is provided with by design pouring concrete or steel concrete more if needed.
D, extract immersed tube 5, pile, shown in Figure 13 j and Figure 14 I '.
Method three:
A, the immersed tube 5 that will have a metal pile head 6 earlier pass the weak soil layer and are sink to the design elevation hardpan, shown in Figure 12 a;
B, taking-up metal pile head 6, and in immersed tube 5, cut the earth, fetch earth to form and expand end base cavity pocket, shown in Figure 12 b～12e, radial steel reinforcement 4 should be put into base cavity pocket and hammered into pan soil in case of necessity, shown in Figure 13 F;
C, for hollow precast reinforced concrete pile body 2, also can be in advance fixing joint bar 3 not in the bottom, but in immersed tube 5, put into earlier hollow precast reinforced concrete pile body 2, then joint bar 3 is put into the bottom in the stake pipe, perfusion concrete or steel concrete to design elevation forms base 1 in the stake pipe again, and with pile body 2 retouch mutually solid, shown in Figure 14 g '～14i '.If needed can be again by design pouring concrete or steel concrete system composite pile body or composite pile body 2 hollow, that solid section is provided with;
D, extract immersed tube 5, pile, shown in Figure 13 j and Figure 14 i '.
In second step of above-mentioned three kinds of methods, take out before the metal pile head 6, preferably earlier will carry a little on the immersed tube 5, shown in Figure 12 b, take out metal pile head 6 more easily for next step on the one hand, also provide a bigger initial active space on the other hand for shoveling, borrow equipment.
Shown in Figure 15～17, the bottom wall thickness of immersed tube 5 is smaller greater than the wall thickness and the internal diameter on top, on the one hand is in order to strengthen intensity, is the taking-up of pile crown 6 of being more convenient on the other hand.But best, the bottom of immersed tube 5 is provided with two and analyses and observe the spirality step 52 that is " V " font, so that be complementary with existing shoveling device, as shown in figure 15.To keep when making immersed tube vertically not departing from, also to expand end safety in order protecting simultaneously, the outer wall that is preferably in immersed tube 5 is provided with several vertical pointed metal guide vanes 51.
Before executing an immersed tube, metal pile head 6 is installed: depress metal closures 61 and make spring 66 compressions earlier, major part horizontal pin 64 makes in the afterbody indentation metal pile head 6 in spring 63 radial thrust effects and spacing the contracting in down of metal closures 61 frustum afterbody outer walls, can fill in metal pile head 6 bottom of immersed tube 5 this moment, when the pinhole on major part horizontal pin 64 aligning immersed tube 5 walls, metal closures 61 rises under spring 66 effect and resets, and major part horizontal pin 64 is pushed pinhole on immersed tube 5 walls, locatees.
When getting behind the immersed tube, opposite with installation process: as to depress metal closures 61 and make spring 66 compressions, major part horizontal pin 64 is contracting under the spring 63 radial thrust effects and under metal closures 61 afterbody frustum outer walls are spacing, make in the afterbody indentation metal pile head 6, can utilize this moment the afterbody periphery convex edge 62 of metal pile head 6 that it is hung out.
The pile body 2 of pipe sinking prefabricated steel concrete club-footed pile of the present invention by selecting different cross section, diameter for use is complementary with the base 1 of different-diameter shape, the pile body of the different stressing conditions of one-tenth capable of being combined, it is a kind of change bearing capacity pile, its applied range, no matter highly versatile is high level or bottom building, no matter is industry or civilian construction, also be that what safe class building all is suitable for, can also adapt to different regions soil layer geology situation of change more satisfactoryly.Choose reasonable, the result of mating fully can make strength of materials utilization rate improve greatly, make stake can be in most economical rational state all the time, have greatly improved the use value of stake.
Claims (19)
1, a kind of pipe sinking prefabricated steel concrete club-footed pile, constitute by precast pile (2) and the cast-in-situ steel concrete base (1) that is positioned at hardpan, described pile body (2) becomes whole with the joint bar (3) that is positioned at its bottom with base (1) butt joint anchor connection in hardpan, it is characterized in that, described pile body diameter of section d is 250mm～700mm, and the ratio of described base (1) maximum diameter of section D and pile body (2) diameter of section d is 1.5＜D/d＜5.5.
2, pipe sinking prefabricated steel concrete club-footed pile according to claim 1 is characterized in that described base (1) center is coaxial with pile body (2) center.
3, pipe sinking prefabricated steel concrete club-footed pile according to claim 1 is characterized in that described base (1) top is the circular cone stage body, and the bottom is cylinder, and the bottom is the plane.
4, pipe sinking prefabricated steel concrete club-footed pile according to claim 1 is characterized in that described base (1) top is the circular cone stage body, and the bottom is the spherical crown shape, and the bottom is a convex surface,
5, pipe sinking prefabricated steel concrete club-footed pile according to claim 1 is characterized in that described base (1) top is the circular cone stage body, and the bottom is cylinder, and the bottom is the concave surface of hollow.
6,, it is characterized in that angle≤45 ° of the bus of described base (1) epimere circular cone stage body and central axis according to claim 3 or 4 or 5 described pipe sinking prefabricated steel concrete club-footed piles.
7, pipe sinking prefabricated steel concrete club-footed pile according to claim 5 is characterized in that the frustum of a cone that is shaped as of described base (1) lower hollow part.
8, pipe sinking prefabricated steel concrete club-footed pile according to claim 5 is characterized in that the spherical crown that is shaped as of described base (1) lower hollow part.
9, pipe sinking prefabricated steel concrete club-footed pile according to claim 1 is characterized in that described pile body (2) is for having the solid preformed pile with one of lower section: circle, rectangle, top rake triangle.
10, pipe sinking prefabricated steel concrete club-footed pile according to claim 1 is characterized in that described pile body (2) is for having the hollow preformed pile with one of lower section: circle, rectangle, top rake triangle.
11, pipe sinking prefabricated steel concrete club-footed pile according to claim 1 is characterized in that described pile body (2) is made of hollow, solid section setting.
12, according to claim 1 or 9 or 10 or 11 described immersed tube prefabricated expanded bore piles, it is characterized in that described pile body (2) is precast prestressed concrete system, base (1) is a cast-in-situ steel concrete.
13, according to claim 1 or 9 or 10 or 11 described immersed tube prefabricated expanded bore piles, it is characterized in that described pile body (2) is that precast prestressed concrete and non-prestressed concrete are synthetic, wherein, prestress concrete is arranged on outermost layer.
14,, it is characterized in that described pile body (2) is provided with by prestress concrete and non-prestressed concrete segmentation to constitute according to claim 1 or 9 or 10 or 11 described immersed tube prefabricated expanded bore piles.
15, immersed tube prefabricated expanded bore pile according to claim 1 is characterized in that described joint bar (3) predetermined fixed is in the bottom of pile body.
16, immersed tube prefabricated expanded bore pile according to claim 15 is characterized in that described joint bar (3) is embedded in the bottom of pile body (2).
17, immersed tube prefabricated expanded bore pile according to claim 15 is characterized in that described joint bar (3) is welded on the bottom of pile body (2) in advance.
18, immersed tube prefabricated expanded bore pile according to claim 15 is characterized in that described joint bar (3) freely is arranged on stake pipe bottom.
19, according to claim 1 or 2 or 3 or 4 or 5 described immersed tube prefabricated expanded bore piles, it is characterized in that in described base (1), disposing radial steel reinforcement (4), its structure is the umbrella stand shape, be polygonal after the hinged expansion of distribution bar (42) head and the tail, main muscle (41) afterbody is hinged in the edge of central iron plate (44), head and distribution bar (42) hinge point constitutes fixing hinge (43), and iron plate (44) bottom surface is provided with the iron nail that can hammer in the pan soil.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN97105261A CN1112487C (en) | 1996-08-28 | 1997-07-18 | Pipe sinking prefabricated steel concrete club-footed pile and its pile making method and equipment |
Applications Claiming Priority (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN96220744.6 | 1996-08-28 | ||
| CN96220744 | 1996-08-28 | ||
| CN97105261A CN1112487C (en) | 1996-08-28 | 1997-07-18 | Pipe sinking prefabricated steel concrete club-footed pile and its pile making method and equipment |
Related Child Applications (5)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 03108916 Division CN1212449C (en) | 2003-04-01 | 2003-04-01 | Metal pile head |
| CN 03108917 Division CN1219134C (en) | 2003-04-01 | 2003-04-01 | Piling method A |
| CN 03108914 Division CN1196835C (en) | 2003-04-01 | 2003-04-01 | Piling method C |
| CN 03108922 Division CN1219135C (en) | 2003-04-01 | 2003-04-01 | Piling method B |
| CN03108915.1A Division CN1200177C (en) | 2003-04-01 | 2003-04-01 | Piling immersed pipe |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1187559A CN1187559A (en) | 1998-07-15 |
| CN1112487C true CN1112487C (en) | 2003-06-25 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN97105261A Expired - Fee Related CN1112487C (en) | 1996-08-28 | 1997-07-18 | Pipe sinking prefabricated steel concrete club-footed pile and its pile making method and equipment |
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| CN (1) | CN1112487C (en) |
Families Citing this family (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN101298773B (en) * | 2005-12-08 | 2010-06-02 | 王国奋 | Pile-formation sunken tube of pedestal pile |
| CN100453742C (en) * | 2006-06-30 | 2009-01-21 | 王国奋 | Method for enlarging bottom and pile making of immersed tube and prefabricated steel concrete under-reamed pile |
| CN101161952B (en) * | 2006-06-30 | 2010-09-01 | 王国奋 | Bottom expanding and pile-forming method for pipe sinking prefabricated steel concrete pedestal pile |
| CN101153490B (en) * | 2006-09-21 | 2010-06-23 | 王国奋 | Bottom expanding and piling method by demolishing of pipe sank prefabricated steel concrete bottom expansion pile |
| CN101153489B (en) * | 2006-09-21 | 2010-06-16 | 王国奋 | Bottom expanding and piling method by demolishing of pipe sank prefabricated steel concrete bottom expansion pile |
| CN100585092C (en) * | 2007-02-08 | 2010-01-27 | 徐国彬 | Forming method of pressing-resistant plucking-resistant pile base |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| DE262762C (en) * | ||||
| JPS60420A (en) * | 1983-06-17 | 1985-01-05 | Olympus Optical Co Ltd | Fluorescence microphotometric device |
| GB2157750A (en) * | 1984-04-19 | 1985-10-30 | Juei Jse Lin | Improvements relating to cast-in-situ concrete pile construction |
| JPS6229614A (en) * | 1985-07-30 | 1987-02-07 | Nippon Fume Can Kk | Consolidation of foundation for precast pile |
| EP0264998A1 (en) * | 1986-10-06 | 1988-04-27 | Ballast-Nedam Groep N.V. | Method of manufacturing a foundation |
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1997
- 1997-07-18 CN CN97105261A patent/CN1112487C/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE262762C (en) * | ||||
| JPS60420A (en) * | 1983-06-17 | 1985-01-05 | Olympus Optical Co Ltd | Fluorescence microphotometric device |
| GB2157750A (en) * | 1984-04-19 | 1985-10-30 | Juei Jse Lin | Improvements relating to cast-in-situ concrete pile construction |
| JPS6229614A (en) * | 1985-07-30 | 1987-02-07 | Nippon Fume Can Kk | Consolidation of foundation for precast pile |
| EP0264998A1 (en) * | 1986-10-06 | 1988-04-27 | Ballast-Nedam Groep N.V. | Method of manufacturing a foundation |
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| Publication number | Publication date |
|---|---|
| CN1187559A (en) | 1998-07-15 |
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