CN102425188B - Method for adjusting height-adjustable tower foundation - Google Patents
Method for adjusting height-adjustable tower foundation Download PDFInfo
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- CN102425188B CN102425188B CN201110262996.XA CN201110262996A CN102425188B CN 102425188 B CN102425188 B CN 102425188B CN 201110262996 A CN201110262996 A CN 201110262996A CN 102425188 B CN102425188 B CN 102425188B
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- 238000000034 method Methods 0.000 title claims abstract description 25
- 239000011083 cement mortar Substances 0.000 claims description 14
- 230000005540 biological transmission Effects 0.000 abstract description 9
- 238000004062 sedimentation Methods 0.000 description 7
- 230000005611 electricity Effects 0.000 description 6
- 238000012544 monitoring process Methods 0.000 description 4
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000010276 construction Methods 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 208000027418 Wounds and injury Diseases 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 239000003245 coal Substances 0.000 description 1
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Abstract
The invention belongs to the field of foundation engineering of transmission lines, in particular to a height-adjustable tower foundation and an adjustment method thereof. The tower foundation mainly comprises columns, cross beams I, vertical beams, cross beams II, vertical braces, bottom plates and anchor bolts. In the tower foundation, the columns for supporting tower legs are connected into an integrated structure, and the uneven settlement dose not easily occur in the structure. When the uneven settlement of a foundation causes the tower foundation to tilt, the height of the four corners of the tower foundation can be adjusted by the adjustment method provided by the invention, so that the top surface of each column for supporting the tower legs keeps level again so as to ensure the stability requirements of the upper tower. The tower foundation has the advantages of simple structure, stability and reliability, and can meet the stability requirements of the upper tower; and the adjustment method has the advantages of simpleness in operation, high reliability and the like.
Description
Technical field
The invention belongs to the foundation engineering field of transmission line of electricity, be specifically related to control method during a kind of adjustable height type pole and tower foundation run-off the straight.
Background technology
According to version, transmission line of electricity is divided into overhead transmission line and cable run, and overhead transmission line is made up of shaft tower, wire, insulator, line hardware, bracing wire, pole and tower foundation, earthing or grounding means etc. usually, and is set up on ground.Existing pole and tower foundation generally adopts independent foundation, and as shown in Figure 1, shaft tower 11 has four tower legs 12, and each tower leg supports by an independent foundation, and independent foundation comprises top column 13 and lower step formula base plate 14.In order to avoid the injury to human body, transmission line of electricity is built in remote or meagrely-populated area usually, some transmission line of electricity is also set up in ruthless area, such as, on mountain or near colliery, when transmission line of electricity may cause uneven settlement of foundation region through coal mine gob etc., uneven settlement of foundation can be caused, so that the tower leg sedimentation of shaft tower is uneven, when sedimentation inequality exceedes to a certain degree, upper bar tower structure must be caused to be destroyed, thus affect the security of operation of transmission line of electricity.
Therefore, when exigence those skilled in the art develop a tower leg at shaft tower generation differential settlement, control method during adjustable height type pole and tower foundation and the run-off the straight thereof of upper bar tower structure stability requirement can be met.
Summary of the invention
In order to overcome the above-mentioned defect of prior art, an object of the present invention is to propose a kind of control method that can meet the adjustable height type pole and tower foundation of tower structure stability requirement.
The present invention is achieved through the following technical solutions:
A kind of control method of adjustable height type pole and tower foundation, this pole and tower foundation comprises column, crossbeam I, vertical beam, crossbeam II, perpendicular support, base plate and foundation bolt, each column for supporting shaft tower tower leg is linked to be basic structure by crossbeam I and vertical beam, the both sides of this basic structure are arranged with two crossbeam II respectively, be connected by perpendicular support between two crossbeam II of every side, a base plate is provided with in every two crossbeam II lower ends be connected by perpendicular support, each foundation bolt is all embedded in base plate, and its top is successively through being undertaken fastening by pad and nut after crossbeam II and the upper corresponding through hole of perpendicular support, described pad goes to upper and lower the circular ring structure that end face is horizontal plane, when this pole and tower foundation run-off the straight, be pad by pad replacing, that to be lower surface be described pad is horizontal, upper surface is the circulus of inclined plane,
This control method comprises the steps:
A) when uneven settlement of foundation causes this pole and tower foundation run-off the straight, first unscrew the nut of foot bolt regularly, take off pad and nut; Excavate the space between perpendicular support and base plate again, will erect support lower side jack-up with instrument, the end face of the perpendicular support of adjustment is to level;
B) if after steps A adjustment, uneven settlement of foundation terminates, then first adopt concrete or cement mortar the through hole on crossbeam II and perpendicular support and the space between crossbeam II and base plate to be poured into an integrated entity formula structure; Again pad is sheathed on foundation bolt, and by nut, foundation bolt is fixed; Finally take out jack-up and erect the instrument of the lower side of support, adopt concrete or cement mortar to be poured into an integrated entity in the space between perpendicular support and base plate formula structure;
C) if after steps A adjustment, predict uneven settlement of foundation can again produce, then with and through hole protect that section of foundation bolt between crossbeam II and base plate with the pillar in footpath, and adopt concrete or cement mortar to be poured into an integrated entity in the space between crossbeam II and base plate formula structure; When secondary uneven settlement of foundation terminates, then readjust the end face of perpendicular support to level with instrument, repeat step B; Can continue to produce as predicted uneven settlement of foundation, then repeat step C;
Pad in described steps A goes to upper and lower the circular ring structure that end face is horizontal plane, and that to be lower surface be the pad in described step B is horizontal, upper surface is the circulus of inclined plane.
Wherein, the aperture of described crossbeam II and the upper through hole of perpendicular support is not less than 2 times of foundation bolt diameter.
Wherein, described crossbeam I, vertical beam are all concordant with the bottom surface of column with the bottom surface of crossbeam II, and the end face of described crossbeam I, vertical beam and crossbeam II is all lower than the end face of column.
Wherein, described column, crossbeam I, vertical beam, crossbeam II, perpendicular support are connected formula structure.
Wherein, the quantity of described column is four, and four root posts distribute according to rectangle.
Wherein, in described step B, by concrete or cement mortar by the space between crossbeam II and base plate and perpendicularly support and space between base plate pours into an integrated entity before formula structure, the space between crossbeam II and base plate and erect the spatial placement reinforced mesh supportted and between base plate.
Wherein, will erect support lower side jack-up, the perpendicular end face supportted of adjustment is jack to the instrument of level.
Beneficial effect of the present invention is:
1) each column being used for supporting shaft tower tower leg is connected as one formula structure by crossbeam I and vertical beam by pole and tower foundation of the present invention, the not easily uneven sedimentation of this pole and tower foundation form, when uneven settlement of foundation, pole and tower foundation structure of the present invention can meet the stability requirement of top shaft tower completely; The advantages such as it is simple that this pole and tower foundation has structure, reliable and stable.
2) when uneven settlement of foundation causes pole and tower foundation run-off the straight, by control method of the present invention, can the height of adjusting rod tower foundation corner, make column end face maintenance level again, to ensure the stability requirement of top shaft tower; This control method has simple to operate, high reliability.
Accompanying drawing explanation
Fig. 1 is the structural representation of existing independent foundation, wherein, and 11-shaft tower, 12-tower leg, 13-column, 14-base plate;
Fig. 2 is the structural representation of adjustable height type pole and tower foundation of the present invention;
Fig. 3 is the A-A sectional view of Fig. 2;
Fig. 4 is the B-B sectional view of Fig. 2;
Fig. 5 is view that is rear by control method adjustment of the present invention, pole and tower foundation;
Fig. 6 is the enlarged diagram in I portion in Fig. 5
Wherein, 21-column, 22-crossbeam I, 23-vertical beam, the perpendicular support of 24-crossbeam II, 25-, 26-base plate, 27-foundation bolt, 28,28 '-pad, 29-nut, 210-through hole, 211-pillar, 212-jack, 213-cement mortar or concrete.
Detailed description of the invention
Below in conjunction with accompanying drawing, control method when adjustable height type pole and tower foundation of the present invention and run-off the straight thereof is further described in detail.
As in Figure 2-4, the adjustable height type pole and tower foundation in this example mainly comprises the column 21 for supporting shaft tower tower leg 12, crossbeam I 22, vertical beam 23, crossbeam II 24, perpendicular support 25, base plate 26 and foundation bolt 27; Column 21, crossbeam I 22, vertical beam 23, crossbeam II 24, perpendicular support 25 are connected formula structure.Basic structure is linked to be by two symmetrically arranged crossbeam I 22 and two symmetrically arranged vertical beams 23 between four root posts 21, the cross section of this basic structure is rectangle, four root posts 21 are separately positioned on corner, the outside of every root post 21 is connected to a crossbeam II, a crossbeam I wherein between two crossbeam II and column is coaxially arranged, between other two crossbeam II and column, symmetrically arranged another root crossbeam I is coaxially arranged, and every two relative crossbeam II upper ends are connected by a perpendicular support 25, the base plate 26 of pre-buried four foundation bolts 27 is installed with in the lower end of these the two crossbeam II be connected by perpendicular support, every root crossbeam II 24 and perpendicular support 25 are equipped with the through hole 210 passed for corresponding foundation bolt, the top of every root foundation bolt 27 is successively through after the through hole 210 on crossbeam II24 and perpendicular support 25, undertaken fastening by pad 28 and nut 29 respectively.Crossbeam I 22, vertical beam 23 are all concordant with the bottom surface of column 21 with the bottom surface of crossbeam II 24, and the end face of crossbeam I, vertical beam and crossbeam II is all lower than the end face of column.Column 21, crossbeam I 22, vertical beam 23, crossbeam II 24, perpendicular support 25 and base plate 26 are by framework of steel reinforcement and concrete one moulding by casting.
Easy to adjust when tilting to make pole and tower foundation, preferably make the aperture of through hole 210 in crossbeam II 24 and perpendicular support 25 be not less than 2 times of foundation bolt 27 diameter.
The pad 28 of this pole and tower foundation of initial construction is circular, and its bottom surface and end face are horizontal plane; When there is uneven settlement of foundation and causing pole and tower foundation to tilt, according to the settling height of each column, pad 28 is pulled down and replaces to new pad 28 ', new pad 28 ' is horizontal plane in bottom surface, end face is the circulus of inclined plane, new pad 28 ' can meet its bottom surface and be adjacent to mutually with the end face of perpendicular support 25, and the axis perpendicular of foundation bolt 27 after end face and adjustment, thus ensure nut 29, pad 28 ' matches this pole and tower foundation each parts with foundation bolt 27 are fastenedly connected.
When uneven settlement of foundation causes this pole and tower foundation run-off the straight, regulate pole and tower foundation by following control method, concrete steps comprise:
A) when uneven settlement of foundation causes this pole and tower foundation run-off the straight, first unscrew the nut 29 of foot bolt regularly, take off pad 28 and nut 29; Excavate the space between perpendicular support 25 and base plate 26 again, jack 212 is placed in the larger one end of sedimentation, will erect support 25 lower side jack-up, the end face of the perpendicular support of adjustment is to level;
B) if after steps A adjustment, predict uneven settlement of foundation by settlement monitoring instrument substantially to terminate, then first adopt concrete or cement mortar the through hole 210 on crossbeam II and perpendicular support and the space between crossbeam II 24 and base plate 26 to be poured into an integrated entity formula structure; Again pad 28 ' is sheathed on foundation bolt 27, guarantees that the bottom surface of this new pad 28 ' and the end face of perpendicular support 25 are adjacent to mutually, the axis direction of end face and foundation bolt 27 is perpendicular; Then be fixed by nut 29 pairs of foundation bolts; After fixing, take out jack 212, the space between perpendicular support 25 and base plate 26 to be poured into an integrated entity formula structure by concrete or cement mortar, shown in the pole and tower foundation Fig. 5 after the adjustment of this control method;
C) if after steps A adjustment, predict uneven settlement of foundation by settlement monitoring instrument can again produce, then (be with footpath: the aperture of through hole is equal with the external diameter of pillar with the pillar 211 of through hole 210 with footpath,) protect that section of foundation bolt 27 between crossbeam II 24 and base plate 26, and the space between crossbeam II 24 and base plate 26 to be poured into an integrated entity formula structure by concrete or cement mortar 213, pillar 211 can adopt steel pipe; When can guarantee to pour into a mould the space between crossbeam II 24 and base plate 26 by pillar 211, concrete or cement mortar 213 can not be circulated in through hole 210, during to ensure sedimentation occurs again, can also adjust pole and tower foundation; When being predicted secondary uneven settlement of foundation by settlement monitoring instrument and having terminated and sedimentation again can not occur, then readjust the end face of perpendicular support 25 to level with jack 212, repeat step B; Can continue to produce as settlement monitoring instrument predicts uneven settlement of foundation, then repeat step C.
In order to improve the stability of pole and tower foundation, before the formula structure that to be poured into an integrated entity in the space between crossbeam II 24 and base plate 26 and the space between perpendicular support 25 and base plate 26 by concrete or cement mortar 213, the space preferably between crossbeam II 24 and base plate 26 and the space between perpendicular support 25 and base plate 26 are all equipped with reinforced mesh.
The pad 28 of this pole and tower foundation of initial construction is circular, and its bottom surface and end face are horizontal plane, when there is uneven settlement of foundation and causing pole and tower foundation to tilt, according to the height of each column sedimentation, need again to foundation bolt 27 carry out fastening before, new pad 28 ' is sheathed on foundation bolt 27, because this pad 28 ' is horizontal plane in bottom surface, end face is the circulus (the 0 ° of < θ <90 ° of the angle between the end face of pad 28 ' and bottom surface) of inclined plane, so the bottom surface that can meet pad 28 ' is as shown in Figure 6 adjacent to mutually with the end face of perpendicular support 25, and the axis perpendicular of foundation bolt 27 after end face and adjustment, being fastenedly connected of nut and foundation bolt can be ensured, make the pole and tower foundation after adjustment more safe and reliable.
When uneven settlement of foundation causes pole and tower foundation run-off the straight, by this control method, can the height of adjusting rod tower foundation corner, be used in each column end face maintenance level again supporting shaft tower tower leg, to ensure the stability requirement of top shaft tower.
Finally should be noted that: above embodiment is only in order to illustrate that technical scheme of the present invention is not intended to limit, although with reference to above-described embodiment to invention has been detailed description, those of ordinary skill in the field are to be understood that: still can modify to the specific embodiment of the present invention or equivalent replacement, and not departing from any amendment of spirit and scope of the invention or equivalent replacement, it all should be encompassed in the middle of right of the present invention.
Claims (7)
1. the control method of an adjustable height type pole and tower foundation, described pole and tower foundation comprises column (21), crossbeam I (22), vertical beam (23), crossbeam II (24), perpendicular support (25), base plate (26) and foundation bolt (27), it is characterized in that: each column (21) for supporting shaft tower tower leg is linked to be basic structure by crossbeam I (22) and vertical beam (23), the both sides of this basic structure are arranged with two crossbeam II (24) respectively, be connected by perpendicular support (25) between two crossbeam II of every side, a base plate (26) is provided with in every two crossbeam II lower ends be connected by perpendicular support, each foundation bolt (27) is all embedded in base plate (26), and its top is successively through being undertaken fastening by pad (28) and nut (29) after crossbeam II (24) and the upper corresponding through hole (210) of perpendicular support (25), described pad (28) goes to upper and lower the circular ring structure that end face is horizontal plane, when this pole and tower foundation run-off the straight, pad (28) is replaced by pad (28 '), described pad (28 ') is horizontal, upper surface in lower surface is the circulus of inclined plane,
The control method of described adjustable height type pole and tower foundation comprises the steps:
A) when uneven settlement of foundation causes this pole and tower foundation run-off the straight, first unscrew the nut (29) of foot bolt regularly, take off pad (28) and nut (29); Excavate the space between perpendicular support (25) and base plate (26) again, will erect support (25) lower side jack-up with instrument, the end face of the perpendicular support of adjustment is to level;
B) if after steps A adjustment, uneven settlement of foundation terminates, then first adopt concrete or cement mortar crossbeam II and the perpendicular through hole (210) that supports and the space between crossbeam II (24) and base plate (26) to be poured into an integrated entity formula structure; Again pad (28 ') is sheathed on foundation bolt (27), and by nut (29), foundation bolt is fixed; Finally take out jack-up and erect the instrument of the lower side of support, adopt concrete or cement mortar to be poured into an integrated entity in the space of erecting between support (25) and base plate (26) formula structure;
C) if after steps A adjustment, predict uneven settlement of foundation can again produce, then protect that section of foundation bolt (27) between crossbeam II (24) and base plate (26) with through hole (210) with the pillar (211) in footpath, and adopt concrete or cement mortar to be poured into an integrated entity in the space between crossbeam II (24) and base plate (26) formula structure; When secondary uneven settlement of foundation terminates, then readjust the end face of perpendicular support to level with instrument, repeat step B; Can continue to produce as predicted uneven settlement of foundation, then repeat step C;
Described steps A) in pad (28) go to upper and lower the circular ring structure that end face is horizontal plane, the pad (28 ') in described step B is horizontal, upper surface in lower surface is the circulus of inclined plane.
2. control method as claimed in claim 1, is characterized in that: the aperture of described crossbeam II (24) and the upper through hole (210) of perpendicular support (25) is not less than 2 times of foundation bolt (27) diameter.
3. control method as claimed in claim 1, it is characterized in that: described crossbeam I (22), vertical beam (23) are all concordant with the bottom surface of column (21) with the bottom surface of crossbeam II (24), and the end face of described crossbeam I, vertical beam and crossbeam II is all lower than the end face of column.
4. control method as claimed in claim 1, is characterized in that: described column (21), crossbeam I (22), vertical beam (23), crossbeam II (24), perpendicular support (25) are connected formula structure.
5. control method as claimed in claim 1, is characterized in that: the quantity of described column (21) is four, and four root posts distribute according to rectangle.
6. control method as claimed in claim 1, it is characterized in that: in described step B, before the formula structure that the space between crossbeam II (24) and base plate (26) and perpendicular space of support between (25) and base plate (26) poured into an integrated entity by concrete or cement mortar, the space between crossbeam II (24) and base plate (26) and erect the spatial placement reinforced mesh supportted between (25) and base plate (26).
7. the control method as described in claim 1 or 6, is characterized in that: will erect support (25) lower side jack-up, and the perpendicular end face supportted of adjustment is jack (212) to the instrument of level.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110262996.XA CN102425188B (en) | 2011-09-07 | 2011-09-07 | Method for adjusting height-adjustable tower foundation |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201110262996.XA CN102425188B (en) | 2011-09-07 | 2011-09-07 | Method for adjusting height-adjustable tower foundation |
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| CN102425188A CN102425188A (en) | 2012-04-25 |
| CN102425188B true CN102425188B (en) | 2015-03-25 |
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| CN201110262996.XA Active CN102425188B (en) | 2011-09-07 | 2011-09-07 | Method for adjusting height-adjustable tower foundation |
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Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106836942B (en) * | 2016-12-14 | 2019-03-19 | 李家树 | A kind of pylon Anti-inclining pedestal |
| CN109594579A (en) * | 2018-02-11 | 2019-04-09 | 乌鲁木齐智源易通智能科技有限公司 | Transmission line tower foundation and its reinforcement means |
| CN111368411B (en) * | 2020-02-27 | 2020-11-27 | 国网山西省电力公司晋城供电公司 | Balanced type tower foundation and design method and design device thereof |
| CN114525806A (en) * | 2022-03-31 | 2022-05-24 | 四川电力设计咨询有限责任公司 | Iron tower single-pile combined foundation and construction method thereof |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101187268A (en) * | 2007-08-08 | 2008-05-28 | 安徽省电力公司淮北供电公司 | Height adjustable transmission iron tower capable of even precipitation |
| CN101250952A (en) * | 2008-04-02 | 2008-08-27 | 大连理工大学 | Chorda-pulling oblique cylinder adjustable real time self-neutralization transmission tower |
| CN201817817U (en) * | 2010-10-15 | 2011-05-04 | 汤跃超 | Integral continuously-adjustable foundation for power transmission and transformation tower (pole) |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US8272181B2 (en) * | 2009-03-03 | 2012-09-25 | Tooman Norman L | Grout sleeve for foundation anchor bolts and method for protection of anchor bolts for a vertical structure, including wind turbines |
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- 2011-09-07 CN CN201110262996.XA patent/CN102425188B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101187268A (en) * | 2007-08-08 | 2008-05-28 | 安徽省电力公司淮北供电公司 | Height adjustable transmission iron tower capable of even precipitation |
| CN101250952A (en) * | 2008-04-02 | 2008-08-27 | 大连理工大学 | Chorda-pulling oblique cylinder adjustable real time self-neutralization transmission tower |
| CN201817817U (en) * | 2010-10-15 | 2011-05-04 | 汤跃超 | Integral continuously-adjustable foundation for power transmission and transformation tower (pole) |
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Effective date of registration: 20130520 Address after: 100192 Beijing city Haidian District Qinghe small Camp Road No. 15 Applicant after: China Electric Power Research Institute Applicant after: State Grid Corporation of China Address before: 100192 Beijing city Haidian District Qinghe small Camp Road No. 15 Applicant before: China Electric Power Research Institute |
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Address after: 100192 Beijing city Haidian District Qinghe small Camp Road No. 15 Patentee after: CHINA ELECTRIC POWER RESEARCH INSTITUTE Co.,Ltd. Patentee after: STATE GRID CORPORATION OF CHINA Address before: 100192 Beijing city Haidian District Qinghe small Camp Road No. 15 Patentee before: China Electric Power Research Institute Patentee before: State Grid Corporation of China |