CN103696434A - Flange type foundation for outgoing line framework of 500kV transformer substation - Google Patents
Flange type foundation for outgoing line framework of 500kV transformer substation Download PDFInfo
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- CN103696434A CN103696434A CN201410011237.XA CN201410011237A CN103696434A CN 103696434 A CN103696434 A CN 103696434A CN 201410011237 A CN201410011237 A CN 201410011237A CN 103696434 A CN103696434 A CN 103696434A
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Abstract
The invention relates to a flange type foundation for an outgoing line framework of a 500kV transformer substation. Compared with the prior art, the defects that the construction difficulty is high, the engineering amount is great and the engineering cost is high are overcome. The flange type foundation comprises framework steel pipe herringbone columns (8) and further comprises a left flange (1), a left cup opening foundation (2), a middle belly connection block (3), a right cup opening foundation (4) and a right flange (5), wherein the left cup opening foundation (2) is provided with a left cup opening (6); the right cup opening foundation (4) is provided with a right cup opening (7); the left flange (1), the left cup opening foundation (2), the middle belly connection block (3), the right cup opening foundation (4) and the right flange (5) are connected in sequence and are in a concrete whole structure; the framework steel pipe herringbone columns (8) are respectively and fixedly arranged in the right cup opening (6) and the right cup opening (7). According to the flange type foundation for the outgoing line framework of the 500kV transformer substation, the whole body stressing is realized, the stressing is reasonable, materials are saved and the construction efficiency is improved.
Description
Technical field
The present invention relates to transformer substation framework basic technology field, is a kind of formula basis, the edge of a wing for 500kV transformer station outlet structure specifically.
Background technology
At present 500kV transformer station outlet structure pulling force conventionally >=50kN, the height of outlet structure is in 24m left and right.Uplift force by calculating general outlet structure herringbone column, more than 1000kN, is stressed and is slightly larger than uplift force.As shown in Figure 3,500kV outlet structure of the prior art basis adopts two independently rim of a cup bases, and herringbone column inserts respectively in two rim of a cup bases, two basic pressurized and tensions respectively.When adopting two independently during rim of a cup basis, key dimension size is controlled by uplift force conventionally, in the situation that not considering buoyancy force of underground water, basic size generally should long for 5.0m, wide for 5.0m, buried depth be more than 3.0m.
Therefore, size and the buried depth on conventional 500kV transformer station outlet structure basis are larger, cause deep excavation project amount large.One-sided stressed in the situation that at outlet structure beam, two bases need be resisted respectively stressed, one, common two bases another resistance to plucking of pressurized, basis size is controlled by inner side herringbone column's uplift force conventionally, and key dimension is conventionally greatly, concrete is stressed is not fully exerted.And basic volume of the prior art is larger, the links such as template construction, reinforcing bar binding, the pouring concrete expense amount of all taking a lot of work, construction is difficulty comparatively.Deep pit digging also causes adverse effect near road, equipment Foundations soil supporting layer, causes periphery structure foundation treatment engineering amount to increase.How to develop a kind of framework basis with low cost, that reliability is high, difficulty of construction is low and become the technical problem of being badly in need of solution.
Summary of the invention
The object of the invention is in order to solve the defect that in prior art, difficulty of construction is high, engineering quantity is large, engineering cost is high, provide a kind of formula basis, the edge of a wing for 500kV transformer station outlet structure to solve the problems referred to above.
To achieve these goals, technical scheme of the present invention is as follows:
A kind of formula basis, the edge of a wing for 500kV transformer station outlet structure, comprise framework steel pipe inverted Y-shaped column, also comprise left wing's edge, left rim of a cup basis, midfield contiguous block, right rim of a cup basis and right flank edge, described left rim of a cup basis is provided with left rim of a cup, described right rim of a cup basis is provided with right rim of a cup, described left wing's edge, left rim of a cup basis, midfield contiguous block, right rim of a cup basis is connected successively with right flank edge and be concrete integral structure, and described framework steel pipe inverted Y-shaped column is separately fixed in left rim of a cup and right rim of a cup.
Also comprise herringbone column's protective cap, described herringbone column's protective cap is arranged on left rim of a cup or right rim of a cup.
Described framework steel pipe inverted Y-shaped column is separately fixed in left rim of a cup and right rim of a cup by concrete.
Also comprise bed course, described bed course is arranged on the below of left wing's edge, left rim of a cup basis, midfield contiguous block, right rim of a cup basis and right flank edge by concrete.
Described left wing's edge and the length of right flank edge are 1.5 meters, are widely 4.6 meters, height and are 0.9 meter, the length on described left rim of a cup basis and right rim of a cup basis is 2.3 meters, is widely 2.2 meters, height and is 2.2 meters, the length of described midfield contiguous block be 2.9 meters, wide be that 2.2 meters, height are 1.5 meters.
The height of described bed course is 0.1 meter.
Beneficial effect
A kind of edge of a wing formula for 500kV transformer station outlet structure of the present invention basis, compared with prior art whole basis forms whole stressed, reasonable stress, has saved material, has improved efficiency of construction.The present invention connects two rim of a cup bases by midfield contiguous block, form an integral type foundation, the design feature of having used for reference H shaped steel " light middle part, heavy two ends ", 2 suspension columns one of herringbone column of having fitted draw the loading characteristic of a pressure, reach the feature of 2 suspension column coactions of herringbone column.By edge of a wing increased area and its top soil body weight, bear the larger pulling force in herringbone column one end.Globality of the present invention is strong, rigidity is large, foundation main wants resistance to compression and resistance to plucking to rely on the edge of a wing part at both ends, distributed herringbone column center of effort, resistance to compression and resistance to plucking ability double above compared with two single footings, and middle midfield contiguous block and the top soil body thereof also participate in whole stressed, and the overturning or slip resistance analysis performance of base integral is compared and is greatly improved with single basis.
Accompanying drawing explanation
Fig. 1 is structural front view of the present invention
Fig. 2 is plan structure schematic diagram of the present invention
Fig. 3 is framework foundation structure schematic diagram of the prior art
Wherein, 1-left wing edge, the left rim of a cup of 2-basis, 3-midfield contiguous block, the right rim of a cup of 4-basis, 5-right flank edge, the left rim of a cup of 6-, the right rim of a cup of 7-, 8-framework steel pipe inverted Y-shaped column, 9-herringbone column protective cap, 10-ground, 11-bed course.
The specific embodiment
For making that architectural feature of the present invention and the effect reached are had a better understanding and awareness, in order to preferred embodiment and accompanying drawing, coordinate detailed explanation, be described as follows:
As shown in Figure 3, in prior art, to the support of framework steel pipe inverted Y-shaped column, adopt two rim of a cup bases to support, separately independent support.In 500kV transformer station, framework basis need to meet relevant criterion and the needs of 500kV transformer substation framework: framework safe class is one-level, and coefficient for importance of structure is 1.1; Wind reference pressure: 0.20～0.45kN/m2 is met in site district for 50 years one; Basic earthquake intensity is 6～7 degree, and basic seismic design acceleration is 0.05g～0.10g; Framework wire maximum horizontal tension force≤60kN; Natural foundation bearing capacity >=180kpa.Also need according to some standards, rules calculate 500kV outlet conductor load, framework wind load, herringbone column's wind load, end support herringbone column wind load, frame girder wind load, terminal wind load etc., then design the framework basis that meets with it to satisfy the demand.If meet above all standard and needs, adopt rim of a cup basis in the prior art shown in Fig. 3, related data index is as follows:
Basis size: 5.0 * 5.0m, buried depth-3.2m
Basis suffered maximum pressure (standard combination): Nk=1173kN, Vk=119kN, Mk=24kNm
The suffered maximum pull in basis (combination substantially): N=1280kN, V=132kN, M=33kNm
Wherein: checking of bearing capacity:
fa=180+(3.2-0.5)×1.0×18=229kPa
Pk=(Fk+Gk)/A=(1173+1632)/(5.0 * 5.0)=112kPa < fa/1.1=208kPa, meets the demands.
e=Mk/Nk=(24+119×2.9)/(1173+1632)=0.132＜5.0/6=0.83
Pkmax=(Fk+Gk)/A+Mk/W=(1173+1632)/(5.0×5.0)+6×(24+119×2.9)/(5.0×5.02)=
130kPa < 1.2fa/1.1=250kPa, meets the demands.
Resistance to plucking checking computations:
(G+G0)/KG=(23×38.34+18×41.66)/1.0=1632＞1.1T=1.1×1280=1408
KN, meets the demands.
Overturning or slip resistance analysis checking computations:
Overturning moment: M1=33+132 * 2.9+1280 * 2.5=3616kNm
Overturning or slip resistance analysis moment of flexure: M2=(23 * 38.34+18 * 41.66) * 2.5=4079 > 1.1 * 3616=3978kNm, meets the demands.
Therefore, size and the buried depth on conventional 500kV transformer station's outlet structure basis are larger, cause deep excavation project amount large.
As depicted in figs. 1 and 2, a kind of formula basis, the edge of a wing for 500kV transformer station outlet structure of the present invention, comprises framework steel pipe inverted Y-shaped column 8, the outlet structure steel pipe that framework steel pipe inverted Y-shaped column 8 is transformer station, be shaped as herringbone, for ground wire, electric wire support as lead-in wire.Also comprise left wing's edge 1, left rim of a cup basis 2, midfield contiguous block 3, right rim of a cup basis 4 and right flank edge 5, left wing's edge 1, midfield contiguous block 3 and right flank edge 5 are similar to the performance of H shaped steel, have the feature at light middle part, heavy two ends.Left rim of a cup basis 2 is provided with left rim of a cup 6, and right rim of a cup basis 4 is provided with right rim of a cup 7, and left rim of a cup 6 and right rim of a cup 7 are used for fixing respectively installs framework steel pipe inverted Y-shaped column 8.Left wing's edge 1, left rim of a cup basis 2, midfield contiguous block 3, right rim of a cup basis 4 are connected successively with right flank edge 5 and are concrete integral structure, utilize the direct placing of concrete of arrangement of reinforcement to be shaped, and form an integral body.Framework steel pipe inverted Y-shaped column 8 is separately fixed in left rim of a cup 6 and right rim of a cup 7, has so just formed for the basis of framework steel pipe inverted Y-shaped column 8 and has fixed.By this fixed form, realized the base integral of framework steel pipe inverted Y-shaped column 8 and arranged.8 two suspension columns one of laminating framework steel pipe inverted Y-shaped column draw the loading characteristic of a pressure, reach the feature of 8 two suspension column coactions of framework steel pipe inverted Y-shaped column.In this basis, left rim of a cup basis 2 and right rim of a cup basis 4 active forces for framework steel pipe inverted Y-shaped column 8, by arrangement of reinforcement by force transmission on left wing's edge 1 and right flank edge 5.
Framework steel pipe inverted Y-shaped column 8 can be separately fixed in left rim of a cup 6 and right rim of a cup 7 by concrete, directly at left rim of a cup 6 and the interior placing of concrete of right rim of a cup 7, convenient simply again.For framework steel pipe inverted Y-shaped column 8 and the junction of left rim of a cup 6 and right rim of a cup 7 are protected, can also comprise herringbone column's protective cap 9.Herringbone column's protective cap 9 is arranged on left rim of a cup 6 or right rim of a cup 7, can be also concrete protective cap for being enclosed within plastics or the rubber cover on framework steel pipe inverted Y-shaped column 8, directly on the suspension column of framework steel pipe inverted Y-shaped column 8, carries out the cementation of fissures, and suspension column is protected.In work progress, in order to make more easily or to install and fix this basis, can also comprise bed course 11, bed course 11 is arranged on the below of left wing's edge 1, left rim of a cup basis 2, midfield contiguous block 3, right rim of a cup basis 4 and right flank edge 5 by concrete.In work progress, first with concrete, on soil property environment, water out bed course 11, then placing of concrete is fixed this basis in the above.
In order to meet index of correlation and the requirement of 500kV transformer station outlet structure, left wing's edge 1 is the same with the size of right flank edge 5, and it is long is 1.5 meters, be widely 4.6 meters, height and be 0.9 meter.Left rim of a cup basis 2 is the same with the size on right rim of a cup basis 4, and it is long is 2.3 meters, be widely 2.2 meters, height and be 2.2 meters.Midfield contiguous block 3 length be 2.9 meters, wide be that 2.2 meters, height are 1.5 meters.The height of bed course 11 is 0.1 meter.Above length is using the length of the rib of horizontal direction as length, and using the length of fore-and-aft direction rib as wide, the length of endways rib is as height.The size on this basis is 10.5 * 4.6m, buried depth-2.5m.Wherein, checking of bearing capacity:
F1k=-978kN，V1k=101kN，M1k=25kN·m；F2k=1173kN，V2k=119kN，M2k=24kN·m；
By transforming, Fk=195kN, Mk=6083kNm, Gk=1588kN
fa=180+(2.5-0.5)×1.0×18=216kPa
e=Mk/Nk=6083/(195+1588)=3.412＞10.5/6=1.75
Pkmax=2 (Fk+Gk)/3la=2 * (195+1588)/(4.014 * 2.2+1.5 * 4.6)=227kPa < 1.2fa/1.1=236kPa, meets the demands.
Overturning or slip resistance analysis checking computations: F1=-1280kN, V1=132kN, M1=33kNm; F2=1519kN, V2=154kN, M2=31kNm
Overturning moment: M1=1280 * 7.73+132 * 2.2+33-1519 * 2.57+154 * 2.2+31=6684kNm overturning or slip resistance analysis moment of flexure: M2=(23 * 44.25+18 * 31.50) * 5.25/1.0=8320>1.1 * 6684=7352kNm, meets the demands.
Arrangement of reinforcement calculates:
Become moment of flexure: the M '=1280 * 4.03+132 * 2.2+33=5482kNm of place, rank
AS=M’/(0.9fyh0)=11669m2
Select diameter 20mm reinforcing bar@110mm, two rows.
Formula basis, the edge of a wing of the present invention and rim of a cup of the prior art basis, be as the criterion with 500kV transformer station outlet structure, compares as shown in table 1.
Table 1
When reality is used, be first excavated to the corresponding degree of depth, then on weak soil environment, build out bed course 11, then build out left wing's edge 1, left rim of a cup basis 2, midfield contiguous block 3, right rim of a cup basis 4 and right flank edge 5 in the above.The suspension column of framework steel pipe inverted Y-shaped column 8 is arranged in left rim of a cup 6 and right rim of a cup 7, more fixing with concrete casting.
More than show and described basic principle of the present invention, principal character and advantage of the present invention.The technician of the industry should understand; the present invention is not restricted to the described embodiments; what in above-described embodiment and manual, describe is principle of the present invention; the present invention also has various changes and modifications without departing from the spirit and scope of the present invention, and these changes and improvements all fall in claimed scope of the present invention.The protection domain that the present invention requires is defined by appending claims and equivalent thereof.
Claims (6)
1. the edge of a wing formula for 500kV transformer station outlet structure is basic, comprise framework steel pipe inverted Y-shaped column (8), it is characterized in that: also comprise left wing's edge (1), left rim of a cup basis (2), midfield contiguous block (3), right rim of a cup basis (4) and right flank edge (5), described left rim of a cup basis (2) is provided with left rim of a cup (6), described right rim of a cup basis (4) is provided with right rim of a cup (7), described left wing's edge (1), left rim of a cup basis (2), midfield contiguous block (3), right rim of a cup basis (4) is connected successively with right flank edge (5) and is concrete integral structure, described framework steel pipe inverted Y-shaped column (8) is separately fixed in left rim of a cup (6) and right rim of a cup (7).
2. a kind of formula basis, the edge of a wing for 500kV transformer station outlet structure according to claim 1, is characterized in that: also comprise herringbone column's protective cap (9), described herringbone column's protective cap (9) is arranged on left rim of a cup (6) or right rim of a cup (7).
3. a kind of formula basis, the edge of a wing for 500kV transformer station outlet structure according to claim 1, is characterized in that: described framework steel pipe inverted Y-shaped column (8) is separately fixed in left rim of a cup (6) and right rim of a cup (7) by concrete.
4. a kind of edge of a wing formula for 500kV transformer station outlet structure according to claim 1 is basic, it is characterized in that: also comprise bed course (11), described bed course (11) is arranged on the below of left wing's edge (1), left rim of a cup basis (2), midfield contiguous block (3), right rim of a cup basis (4) and right flank edge (5) by concrete.
5. a kind of edge of a wing formula for 500kV transformer station outlet structure according to claim 1 is basic, it is characterized in that: described left wing's edge (1) and the length of right flank edge (5) are 1.5 meters, are widely 4.6 meters, height and are 0.9 meter, the length of described left rim of a cup basis (2) and right rim of a cup basic (4) is 2.3 meters, is widely 2.2 meters, height and is 2.2 meters, the length of described midfield contiguous block (3) be 2.9 meters, wide be that 2.2 meters, height are 1.5 meters.
6. a kind of formula basis, the edge of a wing for 500kV transformer station outlet structure according to claim 4, is characterized in that: the height of described bed course (11) is 0.1 meter.
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09203060A (en) * | 1995-11-24 | 1997-08-05 | Toa Harbor Works Co Ltd | Last joint execution method of immersed tunnel |
| CN202090628U (en) * | 2011-05-13 | 2011-12-28 | 四川电力送变电建设公司 | Prefabricated enclosure wall for transformer substation |
| CN203684259U (en) * | 2014-01-09 | 2014-07-02 | 中国能源建设集团安徽省电力设计院 | Flange type foundation for outgoing line framework of 500-kV transformer substation |
-
2014
- 2014-01-09 CN CN201410011237.XA patent/CN103696434B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09203060A (en) * | 1995-11-24 | 1997-08-05 | Toa Harbor Works Co Ltd | Last joint execution method of immersed tunnel |
| CN202090628U (en) * | 2011-05-13 | 2011-12-28 | 四川电力送变电建设公司 | Prefabricated enclosure wall for transformer substation |
| CN203684259U (en) * | 2014-01-09 | 2014-07-02 | 中国能源建设集团安徽省电力设计院 | Flange type foundation for outgoing line framework of 500-kV transformer substation |
Non-Patent Citations (4)
| Title |
|---|
| 商长征: "新疆天华阳光农一师光伏电站项目光伏支架基础选型的探讨", 《科技致富向导》, no. 4, 28 February 2013 (2013-02-28), pages 198 - 199 * |
| 孔宪扬: "浅谈变电站构支架形式", 《山西建筑》, vol. 36, no. 24, 31 August 2010 (2010-08-31), pages 88 - 89 * |
| 许建军: "格尔木200MWp并网光伏电站组件支架基础的选择", 《陕西水利》, no. 2, 30 April 2013 (2013-04-30) * |
| 邱新刚等: "1000kV淮南变电站500kV构架设计优化", 《安徽建筑》, no. 6, 31 December 2012 (2012-12-31), pages 161 - 246 * |
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