CN102011407B - Method for repeated grouting of anchor foundation full section of power transmission line tower site group - Google Patents
Method for repeated grouting of anchor foundation full section of power transmission line tower site group Download PDFInfo
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- CN102011407B CN102011407B CN2010102759687A CN201010275968A CN102011407B CN 102011407 B CN102011407 B CN 102011407B CN 2010102759687 A CN2010102759687 A CN 2010102759687A CN 201010275968 A CN201010275968 A CN 201010275968A CN 102011407 B CN102011407 B CN 102011407B
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Abstract
The invention discloses a method for repeated grouting of an anchor foundation full section of a power transmission line tower site group, comprising the steps of: firstly, arranging anchor rods in foundation pits around a grouting hole, then arranging a grouting input tube in the grouting hole, firmly sealing the mouth of the grouting hole with concrete and simultaneously and firmly sealing a grouting guide tube end socket and a grout return tube, and starting carrying out primary grouting into the grouting input tube after a concrete coagulating period; when grout return starts in the grout return tube in the grouting process, adding cement into a grout return pool to regulate the concentration of cement slurry when grout is diluted, controlling the concentration of the grout and closing a grout return control valve; and when the grouting pressure ceaselessly reaches a pressure value as required, stopping grouting, repeating the steps for secondary grouting after 1-2 days till the whole grouting process is completed. The movable grouting input tube can be repeatedly used in the grouting hole in a vertical moving way so as to ensure the successful performing of the repeated grouting and ensure that the grout is uniformly radiated to rock stratums around the hole through pressure, and thus, the hardness of the surrounding rock stratums and the capabilities of the anchor foundation on resisting pressure, pulling and levelness are improved.
Description
Technical field
The present invention relates to geotechnical engineering anchor pole underpin field, refer to that particularly the full section of a kind of power transmission line column basic group anchor foundation repeats grouting method.
Background technology
Anchor pole technology and use at home, ripe with outward, be widely used in having facts have proved its using value and security reliability in industry and the civilian construction.We are applied in the UHV transmission line column foot crowd's anchor foundation form still for the first; The stressed characteristic that is different from other building foundations of ultra-high-tension power transmission line column foot; Require the basis to be not only load-bearing; And the load that requires bigger uplift resistance, horizontal force resistant and special natural environment to cause, so column foot not only requires the basis solid, and the interior ground requirement of scope that requires influence around the basis is firmly; Ground presses cement injection to handle around mostly being single anchor and anchor in the existing anchor pole technology; And single anchor mud jacking need use 2～3 times as reinforcing bar (rope) anchor pole of hollow bolt, cost, and presses primary water mud by the hole rising pouring after can only in bolthole, watering concrete, initial set earlier, thus cement paste to anchor bar body and around ground to immerse scope extremely limited.
Along with developing by leaps and bounds of transmission line of electricity, electric pressure is increasingly high, corresponding column foot plinth uplift resistance, and resistance to compression bearing capacity, horizontal force resistant all require significantly to improve.Face such load requirement, adopt traditional anchor pole technology, have only the increasing key dimension, increase embedded depth of foundation and solve.So both can cause the foundation construction difficulty to strengthen, operating expenses increases, and also can cause the large tracts of land evolution, a large amount of spoirs occur, thereby causes the destruction and the soil erosion of natural environment.While, the mountain construction condition of labor was abominable along with high voltage, long distance transmission line increases, and large-scale construction equipment is difficult to into point.Conventional method directly influences construction speed at present, constructor's condition of labor is difficult to improve.
Summary of the invention
The object of the invention is exactly the deficiency that will overcome prior art; Provide the full section of a kind of power transmission line column basic group anchor foundation to repeat grouting method; Both be applicable to that complete rock stratum also was applicable to weakness, fractured rock layer; Can make that the slip casting of anchor pole concrete post is full, ground rock improvement and form integral body with anchor pole, can effectively improve the ability of resistance to compression, resistance to plucking and the anti-level of group anchor foundation.
To above-mentioned purpose, the full section of the power transmission line column basic group anchor foundation that the present invention designed repeats grouting method, may further comprise the steps:
(1), arrange anchor pole in the foundation ditch around the injected hole after, in injected hole, insert the mud jacking input pipe, seal the aperture of injected hole admittedly with concrete, seal slurry pressuring tube end socket and return pipe simultaneously admittedly, coagulate after date through concrete, begin slip casting for the first time in the mud jacking input pipe;
(2), when return pipe begins overfall in the slip casting process, when slurries are diluted, in the overfall pond, add cement adjustment cement paste concentration, the control concentration of slurry is also slowly closed the overfall control valve;
(3), when grouting pressure continues to reach the requirement force value, stop slip casting, or when grouting pressure reaches the requirement force value and after slurries have annotated, stop slip casting;
(4), stop slip casting after 1～2 day, repeating step ()～(three) carry out secondary grouting, up to accomplishing whole slip casting.
Further, in the mud jacking input pipe, before the slip casting first time, earlier the pneumatic slurry casting pump is connected pulp-absorbing pipe successively and inhaled the slurry head in the step (), cut-in pressure is starched pipe, slurry pressure pressure table, mud jacking snap joint and mud jacking skirt successively then.
Further, the power source of slip casting is an air compressor machine.
Further, accomplish after the slip casting for the first time, carrying out step (four) before, the mud jacking input pipe carries out the slip casting second time after in injected hole, moving up and down the adjustment position again.
Further, after the slip casting second time in step (four) is accomplished, stop slip casting after 1～2 day, repeating step ()～(three) carry out time slip casting for the third time, up to accomplishing whole slip casting.
In said method, after each slip casting is accomplished, blow off residual slurry in the laitance on injected hole top, residual slurry and the pipe with air compressor machine compressed air, keep pipeline unimpeded.
In the inventive method; Can not be once during success when slip casting, can repeatedly repeat slip casting, packaged type mud jacking input pipe can move up and down use repeatedly in injected hole; Thereby assurance repetition slip casting is carried out smoothly; Make that slurries can be equably through in the rock stratum on every side, pressure radiation to hole, the solidness of rock stratum around improving, integral body of the column foot plinth ability of slip casting aftershaping and rock stratum formation on every side; Significantly improve the ability of resistance to compression, resistance to plucking and the anti-level of anchor foundation, reduce difficulty of construction and working strength; And fundamentally changed the range of application of anchor pole technology in work transmission line, in weakness, broken rock, also can carry out the full section slip casting of group anchor foundation, in the transmission line of electricity of having constructed, had distinct economic, social benefit and environmental benefit.And the foundation bottom build-in utilizes the anti-shear ability of rock in basement rock, to reach the purpose that improves basic resistance to plucking ability
The anchoring pile basis is through professional rig pore-forming, and technology is advanced, and formation level is little; Given full play to the mechanical property of bottom rock mass; Have a good resistance to plucking ability, changed in the past through strengthening the design concept that key dimension and buried depth obtain bearing capacity, below some beneficial effect:
(1) avoided the destruction of hand excavation's bursting work, protected natural environment rock (soil) body, vegetation around the basis.
(2) avoided bursting work, improved workman's safety of construction, also saved because of handling the time that the bursting work card spends.
(3) avoid conventional basic heavy excavation, improved the mechanized degree, alleviated labour intensity.
(4) reduce spoir, waste amount, protected ecology.The also corresponding expense of building retaining wall or transporting waste at a distance that reduced because of protection to waste.
(5) gene basis reduces, and has practiced thrift steel, cement, sandstone, water etc., has reduced freight volume, and this is for the very inconvenient mountain area of traffic, and benefit is particularly evident.
(6) improve efficiency of construction, shortened the duration.
(7) owing to make full use of the intensity of bottom rock mass, reduced the foundation to protect scope, thereby reduced basic floor space.
Description of drawings
The grouting equipment structural representation of Fig. 1 for being adopted in the inventive method;
Fig. 2 is the column foot crowd anchor vertical view in the inventive method;
Fig. 3 is the local enlarged diagram in A place among Fig. 1;
Fig. 4 is the local enlarged diagram in B pipe bottom among Fig. 1;
Fig. 5 is a tower rock foundation Embed based outline drawing;
Fig. 6 is tower rock foundation crowd anchoring pile foundation outline figure.
1. air compressor machines among the figure, 2. grouting pump is 3. inhaled slurry head, 4. air supply pipe, 5. grouting pump control valve, 6. steam supply valve in the hole; 7. pressure slurry pipe is 8. starched pressure pressure table, 9. overfall snap joint, 10. mud jacking snap joint, 11. air feed snap joints; 12. the overfall control valve, 13. overfall skirts, 14. mud jacking skirts, 15. clamping nuts, 16. compress gaskets; 17. the rubber packing, 18. slurry pressuring tube end sockets, 19. seal concrete, 20. packaged type mud jacking input pipes, 21. anchor bar bodies; 22. anchor pole, 23. basic foundation ditches, 24. overfall ponds, 25. return pipes, 26. center injected holes.
The specific embodiment
Below in conjunction with accompanying drawing and specific embodiment this method is done further to describe in detail:
The full section of the power transmission line column basic group anchor foundation that the present invention designed repeats grouting method, may further comprise the steps:
(1), behind the 21 interior layout anchor pole 22 of the anchor bar body in the foundation ditch around the injected hole; In injected hole, insert the mud jacking input pipe, seal the aperture of injected hole admittedly, seal slurry pressuring tube end socket and return pipe simultaneously admittedly with concrete; Coagulate after date through concrete, begin slip casting for the first time in the mud jacking input pipe;
(2), when return pipe begins overfall in the slip casting process, when slurries are diluted, in the overfall pond, add cement adjustment cement paste concentration, the control concentration of slurry is also slowly closed the overfall control valve;
(3), when grouting pressure continues to reach the requirement force value, stop slip casting, or when grouting pressure reaches the requirement force value and after slurries have annotated, stop slip casting;
(4) stop slip casting after 1～2 day, repeating step ()～(three) carry out secondary grouting, up to accomplishing whole slip casting.
In the mud jacking input pipe, before the slip casting first time, earlier the pneumatic slurry casting pump is connected pulp-absorbing pipe successively and inhaled the slurry head in the step (), cut-in pressure is starched pipe, slurry pressure pressure table, mud jacking snap joint and mud jacking skirt successively then.The power source of slip casting is an air compressor machine, and air compressor machine adopts light gasoline engine to drive, and connects respectively to drive steam supply valve, air feed snap joint in grouting pump control valve, pneumatic slurry casting pump and the hole.Accomplish after the slip casting for the first time, carrying out step (four) before, the mud jacking input pipe carries out the slip casting second time after in injected hole, moving up and down the adjustment position again.After the slip casting second time in step (four) is accomplished, stop slip casting after 1～2 day, repeating step ()～(three) carry out time slip casting for the third time, up to accomplishing whole slip casting.After each slip casting is accomplished, blow off residual slurry in the laitance on injected hole top, residual slurry and the pipe, keep pipeline unimpeded with air compressor machine compressed air.
The equipment that the full section repetition of the power transmission line column basic group anchor foundation that the present invention designed grouting method relates to is as shown in Figure 1; Comprise portable air compressor machine 1, the air supply pipe 4 that is attached thereto, adopt compressed air through driving the grouting pump 2 that grouting pump control valve 5 drives; But grouting pump 2 is connected in the overfall pond pressure slurry pipe of inhaling on slurry 3, the grouting pump 27 by inlet pipe connects slurry pressure pressure tables 8, mud jacking snap joint 10 and then UNICOM's mud jacking skirt 14 and packaged type mud jacking input pipe 20 (it is as shown in Figure 4 that the back is amplified in its bottom); Packaged type mud jacking input pipe 20 is furnished with a cover and comprises slurry pressuring tube end socket 18, rubber packing 17, compress gasket 16, clamping nut 15 and seal concrete 19 (as shown in Figure 3); Slurry pressuring tube end socket 18 and overfall skirt 13 are mounted in the position, aperture; Overfall in the injected hole is through overfall control valve 12 control overfalls; Introduce overfall pond 24 by overfall snap joint 9 through return pipe 25, basic foundation ditch 23 is the basic concrete cushion cap of tower leg, and the plan view from above in the sketch map is seen from overlooking direction; As shown in Figure 2, be that the center is uniformly distributed with anchor pole on certain radius circle with the injected hole.
In the injected hole of center, be lowered to packaged type mud jacking input pipe 20 at anchor pole by the diagram back of construct, seal with concrete in the aperture, simultaneously also sealing slurry pressuring tube end socket and return pipe, coagulate after date at the certain concrete of process, carry out the slip casting first time.
Pneumatic slurry casting pump 2 connects pulp-absorbing pipes, inhale slurry 3, cut-in pressure slurry pipe 7, slurry pressure pressure table 8, mud jacking snap joint 10, mud jacking skirt 14.Packaged type mud jacking input pipe 20 string is gone up rubber packing 17, compress gasket 16, clamping nut 15 after slurry pressuring tube end socket 18 gets in the mud jacking holes at the bottom of the hole, slightly promote 2～3cm, the clamping nut of screwing is fixed.Connect overfall skirt 13, overfall control valve 12, overfall snap joint 9, return pipe 25 to overfall pond 24, accomplish slip casting for the first time, equipment that once grouting is related and slurries are concrete to be flowed to as follows:
Pneumatic slurry casting pump 2 → slurry pressure pressure table 8 → mud jacking snap joint 10 → mud jacking skirt 14 → packaged type mud jacking input pipe 20 → center injected hole 26 → overfall skirt 13 → overfall snap joint 9 → overfall control valve 12 → overfall pond 24.
The driving of being adopted is a pneumatic type grouting pump 2, and portable air compressor machine 1 connects air supply pipe 4, connects respectively then to drive steam supply valve 6, air feed snap joint 11 in grouting pump control valve 5 to pneumatic slurry casting pump 2 and the hole.Open and drive grouting pump control valve 5, close steam supply valve 6 in the closed pore, open overfall control valve 12.
Start portable air compressor machine driving pneumatic slurry casting pump and carry out the slip casting first time; When return pipe begins overfall, whether observe slurries by the underground water dilution, suitably add cement; After cement paste concentration reaches requirement in circulation; The overfall control valve is slowly closed in beginning, notices that slurry pressure pressure table makes pressure meter slowly rise to desired mud jacking force value, and keeps termination of pumping behind the certain hour.
Termination of pumping when pressure does not increase if cement paste all pours in the hole treats that pressure makes zero, and dismantles overfall snap joint 9 and mud jacking snap joint 10, and overfall skirt 13 is inserted air feed snap joints 11, and mud jacking skirt 14 is inserted overfall snap joints 9.Dismantle clamping nut 15, promote packaged type mud jacking input pipe to slurry pressuring tube end socket 18 times 5.Close and drive grouting pump control valve 5, open steam supply valve 6 in the hole, open overfall control valve 12.Start portable air compressor machine 1, blow off residual slurry in floating, residual slurry and the pipe on injected hole top with compressed air, keep pipeline unimpeded.
Stop a period of time and carry out secondary grouting after (general 1～2 day), concrete steps are with slip casting for the first time.The cement paste scope that immerses can reach the required influence basin in basis, and the method is in the newly-built extensive use in the column foot of tame dam to Shanghai, silk screen to southern Jiangsu extra high voltage direct current transmission line of China.
My institute designs ± 500kV DC line engineering and preliminary design ± 800kV DC power transmission line engineering; Extensively adopted the basis of crowd's anchor; Its tower rock foundation Embed based outline drawing and tower rock foundation crowd anchoring pile foundation outline figure are respectively with reference to Fig. 5 and shown in Figure 6, economic benefit that is obtained such as following table.
G30 tower rock foundation basic economy relatively
Z3 tower rock foundation basic economy relatively
No matter can clearly find out from last table, be middle weathering rock foundation or highly weathered rock ground, and crowd's anchor foundation all demonstrates its advantage economically.
Claims (6)
1. the full section of power transmission line column basic group anchor foundation repeats grouting method, it is characterized in that may further comprise the steps:
(1), arrange anchor pole in the foundation ditch around the injected hole after, in injected hole, insert the mud jacking input pipe, seal the aperture of injected hole admittedly with concrete, seal slurry pressuring tube end socket and return pipe simultaneously admittedly, coagulate after date through concrete, begin slip casting for the first time in the mud jacking input pipe;
(2), when return pipe begins overfall in the slip casting process, when slurries are diluted, in the overfall pond, add cement adjustment cement paste concentration, the control concentration of slurry is also slowly closed the overfall control valve;
(3), when grouting pressure continues to reach the requirement force value, stop slip casting, or when grouting pressure reaches the requirement force value and after slurries have annotated, stop slip casting;
(4) stop slip casting after 1～2 day, repeating step ()～(three) carry out secondary grouting, up to accomplishing whole slip casting.
2. the full section of power transmission line column basic group according to claim 1 anchor foundation repeats grouting method; It is characterized in that: in the step () in the mud jacking input pipe before the slip casting for the first time; Earlier the pneumatic slurry casting pump is connected pulp-absorbing pipe successively and inhaled the slurry head, cut-in pressure is starched pipe, slurry pressure pressure table, mud jacking snap joint and mud jacking skirt successively then.
3. the full section of power transmission line column basic group according to claim 1 anchor foundation repeats grouting method, and it is characterized in that: the power source of slip casting is an air compressor machine.
4. the full section of power transmission line column basic group according to claim 1 anchor foundation repeats grouting method; It is characterized in that: accomplish after the slip casting for the first time; Carrying out step (four) before, the mud jacking input pipe carries out the slip casting second time after in injected hole, moving up and down the adjustment position again.
5. the full section of power transmission line column basic group according to claim 1 anchor foundation repeats grouting method; It is characterized in that: after the slip casting second time in step (four) is accomplished; Stop slip casting after 1～2 day, repeating step ()～(three) carry out time slip casting for the third time, up to accomplishing whole slip casting.
6. repeat grouting method according to the full section of the arbitrary described power transmission line column basic group of claim 1-5 anchor foundation; It is characterized in that: after each slip casting is accomplished; Blow off residual slurry in the laitance on injected hole top, residual slurry and the pipe with air compressor machine compressed air, keep pipeline unimpeded.
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| Application Number | Priority Date | Filing Date | Title |
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| CN2010102759687A CN102011407B (en) | 2010-08-31 | 2010-08-31 | Method for repeated grouting of anchor foundation full section of power transmission line tower site group |
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| CN2010102759687A CN102011407B (en) | 2010-08-31 | 2010-08-31 | Method for repeated grouting of anchor foundation full section of power transmission line tower site group |
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| CN102011407B true CN102011407B (en) | 2012-01-11 |
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Families Citing this family (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102953374A (en) * | 2012-11-12 | 2013-03-06 | 国家电网公司 | High pressure rotary jet grouting pile construction method for power transmission line iron tower pile foundation construction |
| CN105019458A (en) * | 2015-07-30 | 2015-11-04 | 中铁五局（集团）有限公司 | Deep and thick sand layer covered karst cave grouting system device and construction method |
| CN106321125B (en) * | 2016-08-31 | 2018-06-05 | 浙江省隧道工程公司 | A kind of weakness homogenous rock stratum tunnel active support method |
| CN107956483B (en) * | 2017-10-30 | 2020-02-18 | 中国矿业大学 | Intelligent grouting system and grouting method for complex geological region |
| CN108222040A (en) * | 2018-01-08 | 2018-06-29 | 中铁十九局集团第七工程有限公司 | Steel sheet pile cofferdam construction method |
| CN112664193B (en) * | 2021-01-12 | 2023-05-12 | 北京天地华泰矿业管理股份有限公司 | Coal mining method under high-voltage transmission line |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101070702A (en) * | 2007-06-14 | 2007-11-14 | 北京科技大学 | Single-hole composite anchoring pile |
| US20090178353A1 (en) * | 2008-01-16 | 2009-07-16 | Willy Reyneveld | Method and apparatus for setting support columns within a foundation |
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- 2010-08-31 CN CN2010102759687A patent/CN102011407B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101070702A (en) * | 2007-06-14 | 2007-11-14 | 北京科技大学 | Single-hole composite anchoring pile |
| US20090178353A1 (en) * | 2008-01-16 | 2009-07-16 | Willy Reyneveld | Method and apparatus for setting support columns within a foundation |
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Owner name: CENTRAL SOUTHERN CHINA ELECTRIC POWER DESIGN INSTI Free format text: FORMER NAME: CENTRAL SOUTHERN CHINA ELECTRIC POWER DESIGN INSTITUTE, CHINA POWER ENGINEERING CONSULTING GROUP COR |
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Address after: 430071 Wuchang District, Hubei, South Central Road No. two, No. 12, No. Patentee after: Co., Ltd of Central Southern China Electric Power Design Institute, China Power Engineering Consulting Group Corporation Patentee after: Wuhan Zhongdian Geotechnical Engineering Detection Co.,Ltd. Address before: 430071 Zhongnan Power Design Institute, 668 Democratic Road, Wuchang District, Hubei, Wuhan Patentee before: Central Southern China Electric Power Design Institute, China Power Engineering Consulting Group Cor Patentee before: Wuhan Zhongdian Geotechnical Engineering Detection Co.,Ltd. |