CN202519697U - Steel hoop truss high pile-cap tower crane basic structure - Google Patents
Steel hoop truss high pile-cap tower crane basic structure Download PDFInfo
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- CN202519697U CN202519697U CN2012200318754U CN201220031875U CN202519697U CN 202519697 U CN202519697 U CN 202519697U CN 2012200318754 U CN2012200318754 U CN 2012200318754U CN 201220031875 U CN201220031875 U CN 201220031875U CN 202519697 U CN202519697 U CN 202519697U
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Abstract
The utility model discloses a steel hoop truss high pile-cap tower crane basic structure, which includes four concrete cast in-situ piles that are arranged in a foundation pit, wherein the elevation of the pile top is on the ground surface; the rate of the length of the built-in section of each concrete cast in-situ pile under the bottom surface of the foundation pit and the length of the exposed section thereof in the foundation pit is greater than and equal to 1.5; a reinforced concrete pile cap is formed at the tops of the four concrete cast in-situ piles through pouring; and a steel truss hoop structure connecting the four concrete cast in-situ piles is arranged on the exposed sections of the concrete cast in-situ piles in the foundation pit. The steel hoop truss high pile-cap tower crane basic structure has stable and firm structure and higher safety, improves the construction efficiency of the staged foundation of the foundation pit, and is convenient to construct and has lower cost in comparison with other high-pile caps; and the steel components of the steel truss hoop structure can be recovered.
Description
Technical field
The utility model relates to a kind of tower crane structure, particularly relates to a kind of steel hoop truss-like highrise pile cap tower crane structure.
Background technology
At present; The comparatively common a kind of mode of large-scale construction method of deep foundation ditch is: after the substrate absolute altitude is dug in the earthwork, carry out the construction of tower crane again, tower crane is in foundation pit supporting construction and the interim effect of having supported basic just performance of construction period not; Can't resolve the vertical transport problem; Strengthen difficulty of construction, prolonged the duration, increased the danger of foundation pit construction.Also have a kind of job practices to be, before soil excavation, four cast-in-place concrete piles of constructing earlier; Stake top mark height is located at below the tower crane cushion cap, treat that tower crane installs after, carry out soil excavation again; The castinplace pile that supports tower crane forms destabilizing factor, for addressing this problem along with the intensification of the soil excavation degree of depth will successively be exposed; Need between four cast-in-place concrete piles, to set up bridging, increase the resistance to overturning of high stake part, also need the vertical displacement of detection at any time pile body with the steel sleeve welding.Though this mode has solved the vertical transport problem in foundation pit construction stage, reduced the stability of tower crane, increase the unsafe hidden danger of construction, and strengthened the cost that tower crane is reinforced.The place is narrow and small at the scene, the foundation ditch floor space is comparatively common than the deep foundation pit construction that big and body of the tower are arranged in the foundation ditch centre for back a kind of method, helps improving to greatest extent the construction effect.
The utility model content
The utility model for solve the technical problem that exists in the known technology provide a kind of Stability Analysis of Structures, firmly, safety is higher, improve efficiency of construction and the easy construction in the foundation ditch, lower-cost steel hoop truss-like highrise pile cap tower crane structure.
The technical scheme that the utility model is taked for the technical problem that exists in the solution known technology is: a kind of steel hoop truss-like highrise pile cap tower crane structure; Comprise four cast-in-place concrete piles that are arranged in the foundation ditch; A stake top mark high position is in ground surface, and every cast-in-place concrete pile is positioned at the fixed section length below the foundation ditch bottom surface is in foundation ditch with it revealed section length ratio more than or equal to 1.5; The steel concrete cushion cap has been built in four cast-in-place concrete pile stake top casting; Four cast-in-place concrete piles are on the revealed section in the foundation ditch and are formed with the steel truss formula anchor ear structure that they are linked together, and said steel truss formula anchor ear structure comprises the N group steel hoop that is fixed at interval on the cast-in-place concrete pile, and the height of every group of steel hoop equates; Said N group steel hoop is followed successively by top steel hoop group and N-1 middle steel hoop group from top to bottom; Be provided with several horizontal truss steel between the high middle steel hoop and support waiting in groups; The intersection of supporting at two horizontal truss steel is provided with the shared connection steel plate of horizontal truss, and the end that horizontal truss steel supports connects steel plate through horizontal truss and connects with corresponding steel hoop; Several vertical truss steel supports are being set between neighbouring top steel hoop and the middle steel hoop and between the neighbouring middle steel hoop; The intersection of supporting at two vertical truss steel is provided with the shared connection steel plate of vertical truss, and the end that vertical truss steel supports connects steel plate through vertical truss and connects with corresponding steel hoop; Wherein N is the natural number more than or equal to 3.
Grouting material or structure glue have been tamped in the slit between said top steel hoop and the said cast-in-place concrete pile and in the slit between said middle steel hoop and the said cast-in-place concrete pile.
Advantage and the good effect that the utlity model has are: through adopt cast-in-place concrete pile be mounted in below the foundation ditch bottom surface length be exposed at length ratio in the foundation ditch outward more than or equal to 1.5 structure; And the steel truss formula anchor ear structure that formation links together them between four cast-in-place concrete piles; Make the tower crane Stability Analysis of Structures of the utility model, firmly, safety is higher, improve the efficiency of construction in the foundation ditch; And with respect to other highrise pile cap easy constructions, cost is lower, forms the recyclable utilization of steel member of steel truss formula anchor ear structure; On the cost, comparatively economical.Also have, the utility model applicability is stronger, does not receive site condition, geological hydrology condition restriction.The utility model has solved in the foundation pit construction process the omnidistance tower crane that uses preferably and has carried out vertical transport; The difficult problem of tower crane poor stability; Engineering piles do not construct or pit earthwork excavation before just can make and shift to an earlier date mounted tower crane and effectively turn round, during foundation pit construction with tower crane as vertical transport equipment, convenient and quick construction, effectively shortened the excavation of foundation pit time; Improved the operating efficiency of foundation pit construction; Can shorten the foundation pit construction duration in a large number, reduce to take place the coefficient of security incident, for the smooth construction of superstructure provides advantage because of claim for eot.
Description of drawings
Fig. 1 is the elevation of the utility model tower crane structure;
Fig. 2 is the plan view of horizontal steel truss formula anchor ear structure in the utility model tower crane structure.
Among the figure: 1, tower crane standard knot or stone bolt, 2, cushion cap, 3, the top steel hoop, 4, revealed section; 5, middle steel hoop, 6, fixed section, 7, vertical truss steel supports; 8, horizontal truss steel supports, and 9, the shared connection steel plate of horizontal truss, 10, grouting material or structure glue; 11, horizontal truss connects steel plate, and 12, the vertical shared connection steel plate of truss, 13, vertical truss connects steel plate.
The specific embodiment
For further understanding summary of the invention, characteristics and the effect of the utility model, the following examples of giving an example now, and conjunction with figs. specifies as follows:
See also Fig. 1～Fig. 2; A kind of steel hoop truss-like highrise pile cap tower crane structure; Comprise four cast-in-place concrete piles that are arranged in the foundation ditch; A stake top mark high position is in ground surface, and the length that every cast-in-place concrete pile is positioned at the fixed section 6 below the foundation ditch bottom surface is in the length ratio of revealed section 4 of foundation ditch more than or equal to 1.5 with it; Steel concrete cushion cap 2 has been built in four cast-in-place concrete pile stake top casting; Four cast-in-place concrete piles are on the revealed section in the foundation ditch and are formed with the steel truss formula anchor ear structure that they are linked together; Said steel truss formula anchor ear structure comprises between the upper and lower organizes steel hoop at a distance from the N that is fixed on the cast-in-place concrete pile, and the height of every group of steel hoop equates; Said N group steel hoop is followed successively by top steel hoop group and N-1 middle steel hoop group from top to bottom; Be provided with several horizontal truss steel between the high middle steel hoop 5 and support 8 waiting in groups; Intersection two horizontal truss steel supports 8 is provided with the shared connection steel plate 9 of horizontal truss, and the end of horizontal truss steel support 8 connects steel plate 11 through horizontal truss and connects with corresponding steel hoop; Several vertical truss steel supports 7 are being set between neighbouring top steel hoop 3 and the middle steel hoop 5 and between the neighbouring middle steel hoop 5; Intersection two vertical truss steel supports 7 is provided with the shared connection steel plate 12 of vertical truss, and the end of vertical truss steel support 7 connects steel plate 13 through vertical truss and connects with corresponding steel hoop; Wherein N is the natural number more than or equal to 3.Grouting material or structure glue 10 have been tamped in the slit between said top steel hoop 3 and the said cast-in-place concrete pile and in the slit between said middle steel hoop 5 and the said cast-in-place concrete pile.
The job practices of above-mentioned tower crane may further comprise the steps:
One) before the pit earthwork excavation; Elder generation is four cast-in-place concrete piles of construction in foundation ditch; A stake top mark high position is in ground surface; Stake end absolute altitude is positioned at the bottom of the foundation ditch below the absolute altitude, and cast-in-place concrete pile is squeezed into the length of the fixed section 6 below the foundation ditch bottom surface is in the interior revealed section 4 of foundation ditch with it length ratio more than or equal to 1.5;
Two) build steel concrete cushion cap 2 four cast-in-place concrete pile stake top casting, pre-buried tower crane standard knot or stone bolt 1 in cushion cap 2, and the installation of completion tower crane;
Three) the excavation pit earthwork; In the pit earthwork digging process; Earlier each affixed top steel hoop 3 at the top of four cast-in-place concrete piles whenever down digs 2～3m then, each steel hoop 5 in the middle of affixed one again on four cast-in-place concrete piles; Connection along with middle steel hoop 5; Order is provided with the shared connection steel plate 12 of vertical truss in that several vertical truss steel supports 7 are being set between neighbouring top steel hoop 3 and the middle steel hoop 5 and between the neighbouring middle steel hoop 5 in the intersection of two vertical truss steel supports 7, and the end of vertical truss steel support 7 connects with corresponding steel hoop through vertical truss connection steel plate 13; Several horizontal truss steel are set between the high middle steel hoop 5 support 8 waiting; Intersection two horizontal truss steel supports 8 is provided with the shared connection steel plate 9 of horizontal truss, and the end of horizontal truss steel support 8 connects steel plate 11 through horizontal truss and connects with corresponding steel hoop.Steel hoop 5 can be accomplished after cushion cap 2 completions from top to bottom successively in the middle of on the revealed section 4 all; Also can be before cushion cap 2 constructions; Excavation 2～3m earthwork downwards earlier; And first each affixed top steel hoop 3 at the top of four cast-in-place concrete piles; In the bottom, hole, on four cast-in-place concrete piles each affixed one with neighbouring middle the steel hoop 5 of top steel hoop 3, top steel hoop 3 and and its neighbouring middle steel hoop 5 between several vertical truss steel supports 7 are set; Intersection two vertical truss steel supports 7 is provided with the shared connection steel plate 12 of vertical truss, and the end of vertical truss steel support 7 connects steel plate 13 through vertical truss and connects with corresponding steel hoop; And the middle steel hoop of the neighbouring height such as grade of top steel hoop between several horizontal truss steel be set support 8; Be provided with shared horizontal truss in the intersection of two horizontal truss steel supports 8 and connect steel plate 9, the end of horizontal truss steel support 8 connects steel plate 11 through horizontal truss and connects with corresponding steel hoop.
To be connected more solid and reliablely in order making between steel hoop and the cast-in-place concrete pile, to tamp to be in the milk through the method for high-pressure slip-casting in the slit in the slit between said top steel hoop 3 and the said cast-in-place concrete pile and in the middle of said between steel hoop 5 and the said cast-in-place concrete pile and expect or structure glue 10.
Although combine accompanying drawing that the preferred embodiment of the utility model is described above; But the utility model is not limited to the above-mentioned specific embodiment, and the above-mentioned specific embodiment only is schematically, is not restrictive; Those of ordinary skill in the art is under the enlightenment of the utility model; Not breaking away under the scope situation that the utility model aim and claim protect, can also make a lot of forms, these all belong within the protection domain of the utility model.
Claims (2)
1. steel hoop truss-like highrise pile cap tower crane structure; It is characterized in that; Comprise four cast-in-place concrete piles that are arranged in the foundation ditch; A stake top mark high position is in ground surface, and every cast-in-place concrete pile is positioned at the fixed section length below the foundation ditch bottom surface is in foundation ditch with it revealed section length ratio more than or equal to 1.5; The steel concrete cushion cap has been built in four cast-in-place concrete pile stake top casting; Four cast-in-place concrete piles are on the revealed section in the foundation ditch and are formed with the steel truss formula anchor ear structure that they are linked together; Said steel truss formula anchor ear structure comprises between the upper and lower organizes steel hoop at a distance from the N that is fixed on the cast-in-place concrete pile, and the height of every group of steel hoop equates;
Said N group steel hoop is followed successively by top steel hoop group and N-1 middle steel hoop group from top to bottom; Be provided with several horizontal truss steel between the high middle steel hoop and support waiting in groups; The intersection of supporting at two horizontal truss steel is provided with the shared connection steel plate of horizontal truss, and the end that horizontal truss steel supports connects steel plate through horizontal truss and connects with corresponding steel hoop;
Several vertical truss steel supports are being set between neighbouring top steel hoop and the middle steel hoop and between the neighbouring middle steel hoop; The intersection of supporting at two vertical truss steel is provided with the shared connection steel plate of vertical truss, and the end that vertical truss steel supports connects steel plate through vertical truss and connects with corresponding steel hoop;
Wherein N is the natural number more than or equal to 3.
2. steel hoop truss-like highrise pile cap tower crane structure according to claim 1; It is characterized in that, tamped grouting material or structure glue in the slit between said top steel hoop and the said cast-in-place concrete pile and in the slit between said middle steel hoop and the said cast-in-place concrete pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012200318754U CN202519697U (en) | 2012-01-31 | 2012-01-31 | Steel hoop truss high pile-cap tower crane basic structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012200318754U CN202519697U (en) | 2012-01-31 | 2012-01-31 | Steel hoop truss high pile-cap tower crane basic structure |
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| CN202519697U true CN202519697U (en) | 2012-11-07 |
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| CN2012200318754U Expired - Fee Related CN202519697U (en) | 2012-01-31 | 2012-01-31 | Steel hoop truss high pile-cap tower crane basic structure |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102561384A (en) * | 2012-01-31 | 2012-07-11 | 中天建设集团有限公司天津分公司 | Steel hoop truss type elevated pile cap tower crane foundation construction method and structure |
| CN103132537A (en) * | 2013-02-04 | 2013-06-05 | 中天建设集团有限公司 | Steel latticed column homocentric-square-shaped concrete bearing platform combination type tower crane base structure and construction method |
| CN103195076A (en) * | 2013-03-28 | 2013-07-10 | 中国建筑第八工程局有限公司 | Method for constructing silt deep foundation pit tower crane foundation |
| CN103924611A (en) * | 2014-05-06 | 2014-07-16 | 同济大学建筑设计研究院(集团)有限公司 | Prefabricated prestressed concrete frame inserting and connecting integrated high pile bearing platform foundation |
| CN104452798A (en) * | 2014-11-18 | 2015-03-25 | 江苏金海新能源科技有限公司 | Offshore wind turbine foundation structure and equipment and construction method of offshore wind turbine foundation equipment |
| CN109577323A (en) * | 2018-12-18 | 2019-04-05 | 中交第三航务工程局有限公司宁波分公司 | Tubular pole reinforcing device and method |
-
2012
- 2012-01-31 CN CN2012200318754U patent/CN202519697U/en not_active Expired - Fee Related
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102561384A (en) * | 2012-01-31 | 2012-07-11 | 中天建设集团有限公司天津分公司 | Steel hoop truss type elevated pile cap tower crane foundation construction method and structure |
| CN103132537A (en) * | 2013-02-04 | 2013-06-05 | 中天建设集团有限公司 | Steel latticed column homocentric-square-shaped concrete bearing platform combination type tower crane base structure and construction method |
| CN103195076A (en) * | 2013-03-28 | 2013-07-10 | 中国建筑第八工程局有限公司 | Method for constructing silt deep foundation pit tower crane foundation |
| CN103195076B (en) * | 2013-03-28 | 2016-03-09 | 中国建筑第八工程局有限公司 | Muddy Bottoms deep-excavation tower crane foundation construction method |
| CN103924611A (en) * | 2014-05-06 | 2014-07-16 | 同济大学建筑设计研究院(集团)有限公司 | Prefabricated prestressed concrete frame inserting and connecting integrated high pile bearing platform foundation |
| CN104452798A (en) * | 2014-11-18 | 2015-03-25 | 江苏金海新能源科技有限公司 | Offshore wind turbine foundation structure and equipment and construction method of offshore wind turbine foundation equipment |
| CN109577323A (en) * | 2018-12-18 | 2019-04-05 | 中交第三航务工程局有限公司宁波分公司 | Tubular pole reinforcing device and method |
| CN109577323B (en) * | 2018-12-18 | 2020-12-18 | 中交第三航务工程局有限公司宁波分公司 | Tubular pile reinforcing method |
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Legal Events
| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20121107 Termination date: 20130131 |
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| CF01 | Termination of patent right due to non-payment of annual fee |