CN204825860U - Wolf's fang stake - Google Patents
Wolf's fang stake Download PDFInfo
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- CN204825860U CN204825860U CN201520175662.2U CN201520175662U CN204825860U CN 204825860 U CN204825860 U CN 204825860U CN 201520175662 U CN201520175662 U CN 201520175662U CN 204825860 U CN204825860 U CN 204825860U
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- fang
- wolf
- facing
- stake
- pile
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Abstract
The utility model discloses a wolf's fang stake, wolf's fang stake includes: a plurality of wolf's fang, facing and gum, wolf's fang and facing all adopt the high -strength concrete arrangement of reinforcement prefabricated, the facing has a plurality of holes for the side reservation of cover tube -shape, after impressing or hole, the facing transfers projected depth under the earth's surface, the wolf's fang is followed the facing is inside to be passed through the hole jacked pile zhou tuzhong that the facing was reserved, the gum is through impressing behind the wolf's fang the re -entrant portion concreting of facing forms. The utility model discloses can be in the engineering stake total quantity of not passing through to strengthen improvement single pile bearing capacity under a stake footpath or the long circumstances, reducible unit project to great saving the cost, and shortened the time limit for a project. The total stake number of unit project reduces, and the also indirect stake interval that has increaseed is facilitated for the construction of single stake provides more more, also can reduce the effect of influencing each other between the stake.
Description
Technical field
The utility model relates to the construction field of construction project king-pile Foundation Design, particularly relates to a kind of wolf's fang stake.
Background technology
Current known engineering pile mainly contains friction pile, end bearing pile, friction end bearing pile and point friction pile Four types, and its mechanism of action mainly realizes single pile bearing by pile side friction and bearing capacity of pile tip.For friction pile or the point friction pile based on frictional resistance, if want to improve bearing capacity of single pile, only have by adding timber pile footpath or stake is long realizes, to such an extent as to add cost and be delayed the duration.
Need a kind of novel engineering pile, while raising bearing capacity of single pile, can also the cost-saving and reduction of erection time.
Utility model content
For solving the technical problem of existing existence, the utility model embodiment provides a kind of wolf's fang stake.
For achieving the above object, the technical scheme of the utility model embodiment is achieved in that
A kind of Novel engineering pile, described wolf's fang stake is used for the construction of construction project king-pile Foundation Design, described wolf's fang stake comprises: multiple wolf's fang, facing and gum, described wolf's fang and facing adopt high-strength concrete arrangement of reinforcement prefabricated, described facing is that sleeve-shaped side is reserved with multiple hole, projected depth to earth's surface is transferred after described facing press-in or boring, described wolf's fang is pressed into soil around pile from described facing inside by the hole that described facing is reserved, and described gum is formed by the re-entrant portion concreting of the described facing after the described wolf's fang of press-in.
Wherein, described wolf's fang stake external form is the shape of stake Zhou Buyou bur.
Wherein, the diameter of described wolf's fang, embedded depth, the external diameter of described facing and internal diameter, the laying number that wolf's fang pile length, wolf's fang vertically lay spacing and every layer of wolf's fang is determined by theory calculate, numerical simulation and field trial based on Geological condition and bearing capacity of single pile design load.
Wherein, (geological conditions under given conditions, the diameter of wolf's fang, wolf's fang pile length, the internal diameter of facing, it is all identical with the laying number of every layer of wolf's fang that wolf's fang vertically lays spacing) get ten kinds of different first ratios and be combined into described wolf's fang stake, described first ratio is the embedded depth of described wolf's fang and the ratio of described facing external diameter, by numerical simulation static load test, record the ultimate bearing capacity of each described wolf's fang stake, described ultimate bearing capacity and described first ratio are made curve, there will be described ultimate bearing capacity speedup after always having the numerical point of first ratio to slow down, the first ratio is now the embedded depth of wolf's fang described in this and the optimal size ratio of described facing external diameter, wolf's fang pile ultimate bearing capacity corresponding to it is the first ultimate bearing capacity.
Wherein, at geological conditions, wolf's fang embedded depth, wolf's fang pile length, the internal diameter of facing, wolf's fang is vertically laid spacing and is laid under all identical condition determined of number with every layer of wolf's fang, get ten kinds of different second ratios and be combined into wolf's fang stake, described second ratio is the ratio of the diameter of described wolf's fang and the external diameter of described facing, carry out numerical simulation static load test, record the ultimate bearing capacity of each described wolf's fang stake, described ultimate bearing capacity and the second ratio are made curve, along with the increase of the second ratio, described ultimate bearing capacity is also in increase, there will be described ultimate bearing capacity speedup after always having the numerical point of second ratio to slow down, the second ratio is now the diameter of described wolf's fang and the size ratio of the external diameter of described facing, wolf's fang pile ultimate bearing capacity corresponding to it is the second ultimate bearing capacity.
Wherein, geological conditions, wolf's fang pile length, facing external diameter, the internal diameter of facing, under the condition that the laying number that wolf's fang vertically lays spacing and every layer of wolf's fang is determined, get ten kinds of different the 3rd ratios and be combined into wolf's fang stake, described 3rd ratio is the embedded depth of wolf's fang and the ratio of wolf's fang diameter, carry out numerical simulation static load test, record the ultimate bearing capacity of each described wolf's fang stake, described ultimate bearing capacity and the 3rd ratio are made curve, along with the described ultimate bearing capacity of increase of the 3rd ratio is also in increase, there will be described ultimate bearing capacity speedup after always having the numerical point of the 3rd ratio to slow down, the 3rd ratio is now the embedded depth of described wolf's fang and the size ratio of wolf's fang diameter, wolf's fang pile ultimate bearing capacity corresponding to it is the 3rd ultimate bearing capacity.
Wherein, by the size of described first ultimate bearing capacity, the second ultimate bearing capacity and the 3rd ultimate bearing capacity, weighted average is got to described first ratio, the second ratio and the 3rd ratio, as the size ratio of described wolf's fang embedded depth, wolf's fang diameter and facing external diameter.
Wherein, direct proportionality between the thickness of described facing and every layer of wolf's fang maximum quantity that should lay, the thickness of described facing is the difference of facing external diameter and facing internal diameter.
Wherein, determine the embedded depth of described wolf's fang, wolf's fang diameter, facing external diameter, after facing internal diameter and every layer of wolf's fang maximum quantity that should lay, under the condition that above-mentioned factor all remains unchanged, get ten kinds of different the 4th ratios and be combined into wolf's fang stake, described 4th ratio is the ratio that wolf's fang pile length and wolf's fang vertically lay spacing, carry out numerical simulation static load test, record the ultimate bearing capacity of each described wolf's fang stake, described ultimate bearing capacity and the 4th ratio are made curve, in theory along with the increase of the 4th ratio, described ultimate bearing capacity is also in increase, there will be described ultimate bearing capacity numerical value speedup after always having the numerical point of the 4th ratio to slow down, the 4th ratio is now the size ratio that wolf's fang pile length and wolf's fang vertically lay spacing.
The wolf's fang stake that the utility model provides can by being converted into the pressure between wolf's fang and soil around pile by most of pile side friction, and then can when not by strengthen stake footpath or stake long improve bearing capacity of single pile, and the bearing power increase of single stake, also the engineering pile total quantity of construction unit can be reduced, thus saved cost greatly, and shorten the duration.Construction unit total amount of pile reduces, and also indirectly increases pile spacing, and more convenient the construction for single stake provides, and also can reduce the effect of influencing each other between stake.
Accompanying drawing explanation
In accompanying drawing (it is not necessarily drawn in proportion), similar Reference numeral can describe similar parts in different views.Accompanying drawing generally shows each embodiment discussed herein by way of example and not limitation.
Fig. 1 is the perspective view of the utility model wolf's fang stake;
Fig. 2 is the top view of the utility model wolf's fang stake;
Fig. 3 is that schematic diagram is launched in the side of facing in the stake of the utility model wolf's fang;
Fig. 4 is the external form schematic diagram of wolf's fang in the stake of the utility model wolf's fang;
Wherein, 1, wolf's fang; 2, facing; 3, gum.
Detailed description of the invention
As shown in Figure 1, the wolf's fang stake that the utility model provides, external form is the shape of stake Zhou Buyou bur, be similar to mace, comprise: multiple wolf's fang 1, facing 2 and gum 3, described wolf's fang 1 and facing 2 adopt high-strength concrete prefabricated, described facing 2 is reserved with multiple hole for sleeve-shaped side, described facing 2 is pressed into or transfers projected depth to earth's surface after holing, described wolf's fang 1 is pressed into soil around pile from described facing 2 inside by the hole that described facing 2 is reserved, described gum 3 is formed by the re-entrant portion concreting of the described facing 2 after the described wolf's fang 1 of press-in.
Before concrete engineering construction, a large amount of research works (comprising theory calculate, numerical simulation and field trial) need be carried out for several different typical soil property situation, carry out the size ratio of each parts of optimum selecting wolf's fang stake, and then be similar projects summing up experience, the each part dimension ratio corresponding to such geological conditions directly can be utilized to be combined into wolf's fang stake if run into similar geological condition later, but before construction, need the static load test carrying out test pile to verify.Specific implementation process is as follows:
The first step, finds out the main separate factor relevant with the ultimate bearing capacity of wolf's fang stake, comprises the diameter d of wolf's fang 1, the embedded depth s of wolf's fang 1, the outer diameter D of facing 2
outward, facing 2 internal diameter D
in, wolf's fang pile length L (assuming that all burying), wolf's fang vertically lay the laying number n of spacing j (lay interlamellar spacing, only consider equidistantly to lay, put aside and become spacing) and every layer of wolf's fang;
Second step, the ultimate bearing capacity impact of tip taper angle theta on wolf's fang stake of wolf's fang 1 is little, for the ease of being pressed into the soil body and considering the length limited of wolf's fang, wolf's fang 1 tip taper angle theta can be decided to be 60, the ultimate bearing capacity of wolf's fang 1 root thickness h on wolf's fang stake does not affect, consider wolf's fang 1 length limited equally, wolf's fang 1 root thickness can be decided to be the half of wolf's fang 1 diameter d.Because wolf's fang 1 will from facing 2 inside press-in soil around pile, enough spaces to be reserved for high-pressure gasbag or jack, therefore degree of the burying s of wolf's fang 1 is greater than zero, and the length m of wolf's fang 1 (for the embedded depth s of wolf's fang 1 and facing 2 thickness and wolf's fang 1 root thickness h sum) is less than the facing 2 internal diameter D equaling 1/2nd
in, consider the convenience of interior construction, the internal diameter D of facing 2
inshould be more than 1000mm;
3rd step, for a certain homogeneous typical case soil property situation, (comprises the internal diameter D of the diameter d of wolf's fang 1, wolf's fang pile length L, facing 2 when other condition is all identical
in, wolf's fang 1 vertically lays the laying number n of spacing j and every layer of wolf's fang), get ten kinds of different B
1(be wolf's fang 1 degree of burying s and facing 2 outer diameter D
outwardratio) be combined into wolf's fang stake, carry out numerical simulation static load test, record respective ultimate bearing capacity R, by ultimate bearing capacity R and B
1make curve, in theory along with B
1increase ultimate bearing capacity R also in increase (putting aside the situation that wolf's fang 1 fractures), but always have a B
1there will be R value speedup after point to slow down, B now
1value is wolf's fang 1 embedded depth s and facing 2 outer diameter D in this situation
outwardoptimal size ratio, B
1ultimate bearing capacity corresponding to point is R
1.(comprise in the internal diameter D of wolf's fang 1 embedded depth s, wolf's fang pile length L, facing 2 when other condition is all identical, wolf's fang 1 vertically lays spacing j and every layer of wolf's fang lays number n), get ten kinds of different B
2(be wolf's fang 1 diameter d and facing 2 outer diameter D
outwardratio) be combined into wolf's fang stake, carry out numerical simulation static load test, record respective ultimate bearing capacity R, by ultimate bearing capacity R and B
2make curve, in theory along with B
2increase ultimate bearing capacity R also in increase, but always have a B
2there will be R value speedup after point to slow down, B now
2value is wolf's fang 1 diameter d and facing 2 outer diameter D in this situation
outwardoptimal size ratio, B
2ultimate bearing capacity corresponding to point is R
2.(wolf's fang pile length L, facing 2 outer diameter D is comprised when other condition is all identical
outward, facing 2 internal diameter D
in, wolf's fang 1 vertically lays the laying number n of spacing j and every layer of wolf's fang), get ten kinds of different B
3(ratio for wolf's fang 1 embedded depth s and wolf's fang 1 diameter d) is combined into wolf's fang stake, carries out numerical simulation static load test, records respective ultimate bearing capacity R, by ultimate bearing capacity R and B
3make curve, in theory along with B
3increase ultimate bearing capacity R also in increase (putting aside the situation that wolf's fang 1 fractures), but always have a B
3there will be R value speedup after point to slow down, B now
3value is the optimal size ratio of wolf's fang 1 embedded depth s and wolf's fang 1 diameter d in this situation.To B
1, B
2, B
3value presses R
1, R
2, R
3the size of value gets weighted average, and this average is the optimal size ratio of three in situation, but wolf's fang 1 embedded depth s now should meet the requirement of second step, as exceeded second step requirement, then gets the maximum value under second step requirement;
4th step, determines wolf's fang 1 embedded depth s, wolf's fang 1 diameter d and facing 2 outer diameter D
outwardafter triangular size ratio, in wolf's fang 1 embedded depth s, wolf's fang 1 diameter d, facing 2 outer diameter D
outward, wolf's fang pile length L and wolf's fang 1 vertically lay spacing j constant when, study facing 2 thickness (D
outward-D
in) and every layer of wolf's fang lay relation between number n, to lay number n larger for every layer of wolf's fang in theory, and the ultimate bearing capacity of wolf's fang stake is larger, and direct proportionality.When the every root wolf's fang 1 of guarantee can perform to ultimate limit state and wolf's fang 1 and facing 2 do not occur to destroy, the thickness (D of facing 2
outward-D
in) and every layer of wolf's fang lay direct proportionality between number n, increase every layer of wolf's fang if that is want and lay the thickness (D that number n just must increase facing 2
outward-D
in), because wolf's fang 1 embedded depth s remains unchanged, now just indirectly add the length m of wolf's fang 1, and the length m of wolf's fang 1 there is confined condition, just can determine the thickness (D of facing 2 thus
outward-D
in) and every layer of wolf's fang lay relation between number n;
5th step, determines wolf's fang 1 embedded depth s, wolf's fang 1 diameter d, facing 2 outer diameter D
outward, facing 2 internal diameter D
inafter every layer of wolf's fang maximum quantity n that should lay, under the condition that above-mentioned factor all remains unchanged, get ten kinds of different B
4(for wolf's fang pile length L and wolf's fang 1 vertically lay the ratio of spacing j) is combined into wolf's fang stake, carries out numerical simulation static load test, records respective ultimate bearing capacity R, by ultimate bearing capacity R and B
4make curve, in theory along with B
4increase, the quantity of wolf's fang 1 is also increasing, ultimate bearing capacity R also increase, but be not that wolf's fang 1 quantity is The more the better, if wolf's fang 1 quantity is too much, one is cause waste, if two is that the wolf's fang close together of layer and interlayer easily influences each other, therefore always there is a B
4there will be R value speedup after point to slow down, B now
4value is wolf's fang pile length L and wolf's fang in this situation and vertically lays the optimal size ratio of spacing j.So far, correlation between each factor when affecting wolf's fang pile ultimate bearing capacity for all sizes of each parts in this soil property situation just can be determined, adopt each part dimension ratio determined, carry out numerical simulation and field trial respectively, Comprehensive Correlation is carried out to both results, be as the criterion with site test results, each part dimension is optimized;
6th step, for other homogeneous typical geology situations, repeat said process, just each parts optimal size ratio of wolf's fang stake in corresponding various different typical geology situation can be obtained, for heterogeneous body geological condition, the each part dimension ratio of wolf's fang stake under various homogeneous typical geological condition can be considered, be designed to become spacing and lay wolf's fang or become wolf's fang embedded depth and become the forms such as wolf's fang diameter, thus provide convenient for subsequent construction.
During for specific engineering Specific construction, first adopt high-strength concrete (C80) arrangement of reinforcement prefabricated to should the wolf's fang 1 of site condition and facing 2 according to this place geological condition and designed bearing capacity of single pile, during site operation, facing 2 is pressed into projected depth under (or boring then transfer to) earth's surface, wolf's fang 1 is passed through to be pressed in soil around pile reserved hole from facing 2 inside, the press-in of high-pressure gasbag entirety can be adopted, the opposite direction that jack also can be adopted paired press-in.After treating the press-in of all wolf's fang, at the re-entrant portion placing of concrete of facing 2, so far wolf's fang pile driving construction is complete.
The wolf's fang stake that the utility model is combined by the mode of first prefabricated after-pouring, can when not by increase stake footpath or stake long improve engineering pile bearing capacity of single pile, thus saved cost and reduction of erection time.
The above, be only preferred embodiment of the present utility model, is not intended to limit protection domain of the present utility model.
Claims (4)
1. a wolf's fang stake, it is characterized in that, described wolf's fang stake is used for the construction of construction project king-pile Foundation Design, described wolf's fang stake comprises: multiple wolf's fang, facing and gum, described wolf's fang and facing adopt high-strength concrete arrangement of reinforcement prefabricated, described facing is that sleeve-shaped side is reserved with multiple hole, projected depth to earth's surface is transferred after described facing press-in or boring, described wolf's fang is pressed into soil around pile from described facing inside by the hole that described facing is reserved, and described gum is formed by the re-entrant portion concreting of the described facing after the described wolf's fang of press-in.
2. wolf's fang stake according to claim 1, is characterized in that, described wolf's fang stake external form is the shape of stake Zhou Buyou bur.
3. wolf's fang stake according to claim 1, it is characterized in that, the diameter of described wolf's fang, embedded depth, the external diameter of described facing and internal diameter, the laying number that wolf's fang pile length, wolf's fang vertically lay spacing and every layer of wolf's fang is determined by theory calculate, numerical simulation and field trial based on Geological condition and bearing capacity of single pile design load.
4. wolf's fang stake according to claim 1, is characterized in that, direct proportionality between the thickness of described facing and every layer of wolf's fang maximum quantity that should lay, the thickness of described facing is the difference of facing external diameter and facing internal diameter.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520175662.2U CN204825860U (en) | 2015-03-27 | 2015-03-27 | Wolf's fang stake |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520175662.2U CN204825860U (en) | 2015-03-27 | 2015-03-27 | Wolf's fang stake |
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| Publication Number | Publication Date |
|---|---|
| CN204825860U true CN204825860U (en) | 2015-12-02 |
Family
ID=54683476
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|---|---|---|---|
| CN201520175662.2U Expired - Fee Related CN204825860U (en) | 2015-03-27 | 2015-03-27 | Wolf's fang stake |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108755741A (en) * | 2018-06-01 | 2018-11-06 | 衡水通广通信导航设备有限公司 | High-efficiency environment friendly do not suspend without concrete Equipment Foundations support stake and its application method |
| CN111101509A (en) * | 2020-02-11 | 2020-05-05 | 北京中岩大地科技股份有限公司 | Prefabricated root type pile structure and construction method |
-
2015
- 2015-03-27 CN CN201520175662.2U patent/CN204825860U/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108755741A (en) * | 2018-06-01 | 2018-11-06 | 衡水通广通信导航设备有限公司 | High-efficiency environment friendly do not suspend without concrete Equipment Foundations support stake and its application method |
| CN111101509A (en) * | 2020-02-11 | 2020-05-05 | 北京中岩大地科技股份有限公司 | Prefabricated root type pile structure and construction method |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C41 | Transfer of patent application or patent right or utility model | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20160215 Address after: 518054 floor, Houhai office building, Houhai Road, Nanshan District, Guangdong, Shenzhen, China Patentee after: Shenzhen YJY Building Technology Co., Ltd. Patentee after: MCC Central Research Institute of Building and Construction Co., Ltd. Patentee after: China Jingye Engineering Technology Co., Ltd. Address before: 100088 Beijing city Haidian District Xitucheng Road No. 33 Patentee before: MCC Central Research Institute of Building and Construction Co., Ltd. Patentee before: China Jingye Engineering Technology Co., Ltd. |
|
| CP03 | Change of name, title or address | ||
| CP03 | Change of name, title or address |
Address after: Room 201, Building A, No. 1 Qianhai Road, Qianhai Shenzhen-Hong Kong Cooperation Zone, Shenzhen, Guangdong Province Co-patentee after: MCC Central Research Institute of Building and Construction Co., Ltd. Patentee after: Metallurgical Construction Research Institute (Shenzhen) Co., Ltd. Co-patentee after: China Jingye Engineering Technology Co., Ltd. Address before: 518054, seven floor, Houhai office building, Houhai Road, Nanshan District, Shenzhen, Guangdong. Co-patentee before: MCC Central Research Institute of Building and Construction Co., Ltd. Patentee before: Shenzhen YJY Building Technology Co., Ltd. Co-patentee before: China Jingye Engineering Technology Co., Ltd. |
|
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20151202 Termination date: 20200327 |