CN102011407A - 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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- CN102011407A CN102011407A CN 201010275968 CN201010275968A CN102011407A CN 102011407 A CN102011407 A CN 102011407A CN 201010275968 CN201010275968 CN 201010275968 CN 201010275968 A CN201010275968 A CN 201010275968A CN 102011407 A CN102011407 A CN 102011407A
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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
The anchor pole technology and use at home, outward with ripe, 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 group'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 bigger uplift resistance of requirement, the load that horizontal force resistant and special natural environment cause, therefore it is solid that column foot not only requires the basis, and ground requires firm in the scope that requires can influence around the basis, ground carries out the processing of pressure injection cement paste around mostly being single anchor and anchor in the existing anchor pole technology, and single anchor mud jacking need be used hollow bolt, cost is 2～3 times of reinforcing bar (rope) anchor pole, and can only in bolthole, water concrete earlier, press a cement paste by the hole rising pouring after the initial set, so cement paste reaches anchor bar body, and ground immersion scope is extremely limited on every side.
Along with developing by leaps and bounds of transmission line of electricity, electric pressure is more and more higher, 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
Purpose of the present invention will overcome the deficiencies in the prior art exactly, 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.
At above-mentioned purpose, the designed full section of power transmission line column basic group anchor foundation of the present invention 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, beginning is 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 and adjust 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 finishing whole slip casting.
Further, before the slip casting first time, earlier the pneumatic slurry casting pump is connected successively pulp-absorbing pipe and inhaled the slurry head in the mud jacking input pipe 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, 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.
Further, finish 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 moving up and down and adjusting the position again in injected hole.
Further, after the slip casting second time in step (four) is finished, stop slip casting after 1～2 day, repeating step ()～(three) carry out time slip casting for the third time, up to finishing whole slip casting.
In said method, after each slip casting is finished, 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, when slip casting can not be once during success, can repeatedly repeat slip casting, packaged type mud jacking input pipe can move up and down use repeatedly in injected hole, thereby guaranteeing to repeat slip casting carries out smoothly, make slurries to be radiated in the rock stratum on every side, hole by pressure equably, the solidness of rock stratum around improving, the column foot plinth energy of slip casting aftershaping and integral body of 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
Professional rig pore-forming is passed through on the anchoring pile basis, technology advanced person, 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 by 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 saved 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 group 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 group anchoring pile foundation outline figure.
1. air compressor machines among the figure, 2. grouting pump is 3. inhaled the 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. overfall control valves, 13. the overfall skirt, 14. mud jacking skirts, 15. clamping nuts, 16. compress gasket, 17. rubber packings, 18. slurry pressuring tube end sockets, 19. seal concrete, 20. packaged type mud jacking input pipe, 21. anchor bar bodies, 22. anchor poles, 23. basic foundation ditch, 24. the overfall pond, 25. return pipes, 26. center injected holes.
The specific embodiment
Below in conjunction with the drawings and specific embodiments this method is described in further detail:
The designed full section of power transmission line column basic group anchor foundation of the present invention 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, beginning is 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 and adjust 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 finishing whole slip casting.
Before the slip casting first time, earlier the pneumatic slurry casting pump is connected successively pulp-absorbing pipe and inhaled the slurry head in the mud jacking input pipe 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.Finish 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 moving up and down and adjusting the position again in injected hole.After the slip casting second time in step (four) is finished, stop slip casting after 1～2 day, repeating step ()～(three) carry out time slip casting for the third time, up to finishing whole slip casting.After each slip casting is finished, 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 designed full section repetition of the power transmission line column basic group anchor foundation grouting method of the present invention relates to as shown in Figure 1, comprise portable air compressor machine 1, the air supply pipe 4 that is attached thereto, adopt compressed air by driving the grouting pump 2 that grouting pump control valve 5 drives, grouting pump 2 is connected in the overfall pond by inlet pipe inhales slurry 3, pressure slurry pipe 7 on the grouting pump 2 connects slurry pressure pressure table 8, but mud jacking snap joint 10 and then UNICOM's mud jacking skirt 14 and packaged type mud jacking input pipe 20 (its bottom amplify after as shown in Figure 4), 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 by overfall control valve 12 control overfalls, introduce overfall pond 24 by overfall snap joint 9 through return pipe 25, basis foundation ditch 23 is the basic concrete cushion cap of tower leg, plan view from above in the schematic diagram is from overlooking direction, as shown in Figure 2, with the injected hole be center uniform anchor pole on certain radius circle.
Be lowered to packaged type mud jacking input pipe 20 at anchor pole by the diagram back of construct in the injected hole of center, 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 in slurry pressuring tube end socket 18 enters the mud jacking hole, slightly promote 2～3cm after at the bottom of the hole, screw clamping nut and fix.Connect overfall skirt 13, overfall control valve 12, overfall snap joint 9, return pipe 25 to overfall pond 24, finish slip casting for the first time, equipment that once grouting is related and slurries specifically flow 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 skirts 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 grouting pump control valve 5 steam supply valve 6, air feed snap joint 11 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 is diluted by underground water, 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, the residual slurry on injected hole top and the pipe, keep pipeline unimpeded with compressed air.
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, the method China newly-built to the extensive use to the column foot of southern Jiangsu extra high voltage direct current transmission line of tame dam to Shanghai, silk screen.
My institute designs ± 500kV DC line engineering and preliminary design ± 800kV DC power transmission line engineering, extensively adopted the basis of group's anchor, its tower rock foundation Embed based outline drawing and tower rock foundation group anchoring pile foundation outline figure be respectively with reference to Fig. 5 and shown in Figure 6, obtained economic benefit 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 group'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, beginning is 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 and adjust 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 finishing 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 successively pulp-absorbing pipe 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, it is characterized in that: the power source of slip casting is an air compressor machine, 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.
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: finish 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 moving up and down and adjusting the position again in injected hole.
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 finished, stop slip casting after 1～2 day, repeating step ()～(three) carry out time slip casting for the third time, up to finishing 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 finished, 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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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN106321125A (en) * | 2016-08-31 | 2017-01-11 | 浙江省隧道工程公司 | Active supporting method for weak rock formation roadway |
| CN107956483A (en) * | 2017-10-30 | 2018-04-24 | 中国矿业大学 | A kind of complex geological district wisdom filling system and grouting method |
| 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 |
| CN112664193A (en) * | 2021-01-12 | 2021-04-16 | 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
- 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 |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN106321125A (en) * | 2016-08-31 | 2017-01-11 | 浙江省隧道工程公司 | Active supporting method for weak rock formation roadway |
| 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 |
| CN107956483A (en) * | 2017-10-30 | 2018-04-24 | 中国矿业大学 | A kind of complex geological district wisdom filling system and grouting 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 |
| CN112664193A (en) * | 2021-01-12 | 2021-04-16 | 北京天地华泰矿业管理股份有限公司 | Coal mining method under high-voltage transmission line |
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| CN102011407B (en) | 2012-01-11 |
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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. |