CN101736760B - Construction method of prestressed anti-floating anchor rod - Google Patents
Construction method of prestressed anti-floating anchor rod Download PDFInfo
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- CN101736760B CN101736760B CN2009102009508A CN200910200950A CN101736760B CN 101736760 B CN101736760 B CN 101736760B CN 2009102009508 A CN2009102009508 A CN 2009102009508A CN 200910200950 A CN200910200950 A CN 200910200950A CN 101736760 B CN101736760 B CN 101736760B
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Abstract
The invention discloses a prestressed anti-floating anchor rod and a construction method thereof. The invention is characterized in that alignment steel tubes are arranged in an anchor rod body which is formed by a plurality of steel bars uniformly distributed along the circle, the steel bars are provided with a plurality of barbs, the alignment steel tubes are arranged at intervals along the axis of the anchor rod body and are fixedly connected with the steel bars, the barbs are welded with the steel bars. The construction method comprises the following steps: grouting into piles; arranging the anchor rod; locking the anchor rod; and sealing the anchor. Compared with the prior art, the invention has the advantages of simple structure, convenient construction, good anti-floating effect and low cost, especially being applicable to the reconstruction of old buildings with built underground structures and confined water.
Description
Technical field
The present invention relates to the anti-floating technical field of underground structure structure, especially a kind of prestressed anti-floating anchor rod job practices.
Background technology
Anchor pole is with its materials province, fast, the easy construction of work efficiency; Be widely used in stability of slope engineering, bridge engineering, deep-foundation pit engineering, tunnel and underground construction at home and abroad; Also be applied to simultaneously reinforcing, rush to repair structure that disease occurs, building etc., but the application of anchor pole on the underground structure anti-floating seldom.Along with being on the increase of deep foundation engineering, particularly for the anti-floating requirement of dark big basement, the application of uplift anchor brings great convenience to construction.The application of China's uplift anchor in geotechnical anchor engineering also is in the primary stage, and its corresponding design and construction standard and acceptance criteria are imperfect as yet.But flourish along with the coastal area highrise building, uplift anchor but has vast potential for future development for large quantities of weak soil deep-foundation pit engineerings.
Because there are following two problems in the anti-float anchor rod that at present wide model is used: 1. anchor structure adopts one or more reinforcing bar to tie up weldering, no hangnail can not utilize the frictional resistance of the body of rod and slurry cmpletely; 2. pore-forming often adopts the construction technology of rig pore-forming, mud off, is difficult for pore-forming to soil layers that is prone to cave in such as ovum gravel, mud matter, and can't reach designing requirement; And at old building renovation and exist the existing basement of artesian water to use.
Summary of the invention
A kind of prestressed anti-floating anchor rod job practices that the objective of the invention is to be directed against the deficiency of prior art and provide; The frictional resistance of anchor bar body and slurry is big, has solved soft soil layer and has comprised be prone to the to cave in basement anti-floating of soil layer such as ovum gravel, mud matter, especially is fit to have built underground structure and exists in the old building renovation of artesian water use; Anchor structure is simple; Cost is low, easy construction, and real is a kind of resources conservation, environmentally friendly job practices.
The objective of the invention is to realize like this: a kind of prestressed anti-floating anchor rod job practices, being characterized in being uniformly distributed along the circumference by several bars is provided with the centering steel pipe in the anchor bar body that constitutes, and reinforcing bar is provided with several hangnails; The centering steel pipe is provided with at interval for several axis along anchor bar body and is affixed with reinforcing bar; Hangnail and reinforcing bar welding, hangnail is shaft-like affixed with 20～40 ° of angles and reinforcing bar, and is provided with 1～2 meter interval; The centering steel pipe is that 2～3 meters interval is provided with, and concrete construction is undertaken by following step:
A, grouting pile-forming
Adopt the high pressure jet grouting pile, the stake footpath is φ 500～φ 800mm, the vertical pore-forming of drilling rod; Grouting pressure＞25MPa is sprayed greater than the design length 0.5m of anchor pole in angular deviation＜1 °, depth of pore forming; Flow rate of grouting＞30L/min, boring hoisting velocity＜20cm/min;
B, placement anchor pole
In the grouting pile-forming hole, place anchor pole at the bottom of stake, clear up pile crown and lay the anchoring pile head unit in the anchor bar body termination;
The locking of c, anchor pole and sealing off and covering anchorage
Treat that big bottom slab concreting is accomplished and after concrete reaches 80% intensity, the reinforcing bar of anchor bar body is carried out stretch-draw, earlier with 0.1～0.2N
t(axial tension design load) to the preparatory stretch-draw of anchor pole 1～2 time, make anchor bar body straight fully after, with 1.05～1.10N
t(axial tension design load) carried out stretch-draw 10～15min to anchor pole, and off-load locks to locking design load then, and locking back pile crown filling polyamine fat blowing agent carries out antiseepage to be handled, and builds the C35 slightly expanded concrete and carries out sealing off and covering anchorage.
The present invention compared with prior art has simple in structure, easy construction and flexibly, programming is fast, high efficiency; The advantage that cost is low; And the frictional resistance of anchor bar body and slurry is big, and anti-floating is effective, especially is fit to have built underground structure and exists in the old building renovation of artesian water use.
Description of drawings
Accompanying drawing 1 is structural representation of the present invention
Accompanying drawing 2 is accompanying drawing 1 left view
Accompanying drawing 3 is embodiment of the invention figure
The specific embodiment
Be example with Tian Yi CITIC Building, Hainan attached building uplift anchor engineering below, the present invention done further elaboration:
The former garage basement structure of Tian Yi CITIC Building, Hainan attached building is three layers, is transformed into five layers of concrete structure beam slab according to the garage needs, needs to remove wall, post, beam, plate and the abutment wall concrete structure in the south in the garage abutment wall under the original place.(about 1m is thick for sole plate to be close to six layers of underground garage of concrete structure of the newly-built length 68 in southern side, former garage (L) * 30 (B) * 13 (H) rice; The thick about 0.5m of abutment wall); Newly-increased basement anti-floating adopts jet grounting prestress pulling resistant anchor pole, and this engineering uplift anchor uplift resistance design load is 398KN.
(i), at first construct fender post and groundwater level to foundation ditch falls and at the bottom of about 0.5 meter.
(ii), at the bottom of shoveling to big base plate 6 bed courses.
(iii), by the fixed stake of construction layout plan unwrapping wire position, marked and preliminary examination, a stake bit error is controlled within the code requirement.
(iv), spray before the slip casting with the rig pore-forming, bore diameter 117mm, each depth of pore forming is greater than projected depth 0.2m.Borer frame is leveled up during pore-forming, and the drilling tool vertical ground becomes hole perpendicularity≤1%.
(v) spraying operation
The churning frame is in place, and jet pipe begins to mix and send cement paste during down to ultra projected depth 10cm, opens high-pressure blast and high-pressure slurry then, and design parameters to be reached after the aperture emits slurry normal, begins churning again and promotes, and accomplishes pile body 9.
If when meeting special circumstances such as fault, jet pipe must could begin to continue spray by decline 10cm, to guarantee the vertical continuity of rotary jet strengthening body in the spray.
Pressure control: when Grouting Pipe is inserted boring, nozzle reaches design elevation can spray slip casting.After the injection grouting parameter reached setting, the technological requirement of pressing rotary jet grouting promoted Grouting Pipe, from bottom to top sprays slip casting, and the pressure of water jet is greater than 25MPa, and flow is greater than 30L/min.The boring hoisting velocity is not more than 20cm/min.
(vi) place anchor bar body
In pile body 9, place anchor bar body 1 at the bottom of stake, 1 meter hangnail 4 is set along the every interval of reinforcing bar 2 total lengths, hangnail 4 is horn-like with reinforcing bar 2 with 40 ° of angles and opens.
(vii) anchor bar body stretch-draw, locking
At first clear up pile crown and lay sleeve pipe 5, sleeve pipe 5 is fixedly installed on the termination of anchor bar body 1, treats that big base plate 6 is built to accomplish and after concrete reaches 80% intensity; Reinforcing bar 2 to anchor bar body 1 carries out stretch-draw, before the formal stretch-draw, gets the 60KN pulling force to anchor bar body 1 preparatory stretch-draw 1～2 time; Make anchor bar body 1 straight fully, each position of anchor bar body 1 contacts with slip casting closely, when anchor bar body 1 is stretched to 417.9KN; Rock stratum, sandy soil layer are kept 10min, and off-load locks to locking load 398KN then.
(viii) build C35 slightly expanded concrete sealing off and covering anchorage
After treating anchor bar body 1 stretch-draw, locking, 8 pairs of pile crowns of filling polyamine fat blowing agent carry out the antiseepage processing in sleeve pipe 5, build C35 slightly expanded concrete 7 then and carry out sealing off and covering anchorage.
Claims (1)
1. prestressed anti-floating anchor rod job practices, it is characterized in that being uniformly distributed along the circumference by several bars is provided with the centering steel pipe in the anchor bar body that constitutes, and reinforcing bar is provided with several hangnails; The centering steel pipe is provided with at interval for several axis along anchor bar body and is affixed with reinforcing bar; Hangnail and reinforcing bar welding, hangnail is shaft-like affixed with 20～40 ° of angles and reinforcing bar, and is provided with 1～2 meter interval; The centering steel pipe is that 2～3 meters interval is provided with, and concrete construction is undertaken by following step:
A, grouting pile-forming
Adopt the high pressure jet grouting pile, the stake footpath is φ 500～φ 800mm, the vertical pore-forming of drilling rod; Grouting pressure＞25MPa is sprayed greater than the design length 0.5m of anchor pole in angular deviation＜1 °, depth of pore forming; Flow rate of grouting＞30L/min, boring hoisting velocity＜20cm/min;
B, placement anchor pole
In the grouting pile-forming hole, place anchor pole at the bottom of stake, clear up pile crown and lay the anchoring pile head unit in the anchor bar body termination;
The locking of c, anchor pole and sealing off and covering anchorage
Treat that the big bottom slab concreting of basement is accomplished and after concrete reaches 80% intensity, the reinforcing bar of anchor bar body is carried out stretch-draw, earlier with 0.1～0.2N
t(axial tension design load) to the preparatory stretch-draw of anchor pole 1～2 time, make anchor bar body straight fully after, with 1.05～1.10N
t(axial tension design load) carried out stretch-draw 10～15min to anchor pole, and off-load locks to locking design load then, and the antiseepage processing is carried out to pile crown filling polyamine fat blowing agent in the locking back, builds the C35 slightly expanded concrete then and carries out sealing off and covering anchorage.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009102009508A CN101736760B (en) | 2009-12-25 | 2009-12-25 | Construction method of prestressed anti-floating anchor rod |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009102009508A CN101736760B (en) | 2009-12-25 | 2009-12-25 | Construction method of prestressed anti-floating anchor rod |
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| Publication Number | Publication Date |
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| CN101736760A CN101736760A (en) | 2010-06-16 |
| CN101736760B true CN101736760B (en) | 2012-06-06 |
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| CN2009102009508A Active CN101736760B (en) | 2009-12-25 | 2009-12-25 | Construction method of prestressed anti-floating anchor rod |
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| CN101914915A (en) * | 2010-07-24 | 2010-12-15 | 烟台市工程勘察有限公司 | Construction method for anti-floating anchor rod and special long auger |
| CN102182196B (en) * | 2011-03-28 | 2014-10-29 | 北京鑫实路桥建设有限公司 | Reverse circulation grouting anchor rod reinforcing method for road rock side slope |
| CN102251660B (en) * | 2011-04-27 | 2012-12-12 | 湖南科技大学 | Self-blocking anchorage piece for fixing cast-in-place concrete inner die and construction process |
| CN103205967B (en) * | 2013-03-14 | 2015-02-25 | 中国建筑第八工程局有限公司 | Anti-floating anchor rod structure of raft board |
| CN104131560A (en) * | 2013-10-21 | 2014-11-05 | 中国建筑第四工程局有限公司 | Anti-floating anchor and construction method thereof |
| CN103603379A (en) * | 2013-12-03 | 2014-02-26 | 葛建 | Anti-floating system combining anti-floating cement soil pile and anti-floating anchor rod and construction process of anti-floating system |
| CN103774663B (en) * | 2014-02-19 | 2015-10-07 | 深圳大学建筑设计研究院 | The water proof structure of basement anti-floating dowel and construction method |
| CN103774664B (en) * | 2014-02-19 | 2015-10-07 | 深圳大学建筑设计研究院 | The water proof structure of basement anti-floating cable wire rope and construction method |
| CN103924589B (en) * | 2014-03-14 | 2015-10-28 | 苏州市能工基础工程有限责任公司 | prestressed anti-floating anchor rod and construction method thereof |
| CN104372793A (en) * | 2014-11-07 | 2015-02-25 | 岩土科技股份有限公司 | Anti-floating method used for existing basement by adopting pre-stressed anchor cables in jet grouting pile method |
| JP5847977B1 (en) * | 2015-05-26 | 2016-01-27 | 正直 上江洲 | Anchor pile and its installation method |
| CN105178328B (en) * | 2015-07-30 | 2017-03-22 | 葛加君 | High-pressure jet grouting expansion hot-melting anchor bolt foundation pit supporting method |
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| CN105951823A (en) * | 2016-03-29 | 2016-09-21 | 中铁时代建筑设计院有限公司 | Soft soil foundation treatment and construction method by using mixing pile and anti-floating anchor rod |
| CN105756059B (en) * | 2016-04-29 | 2017-11-03 | 武汉建工集团股份有限公司 | A kind of rear anchor formula anti-float anchor rod and construction method |
| CN107012865A (en) * | 2017-03-31 | 2017-08-04 | 中国二十冶集团有限公司 | The construction method of the anti-collapse hole of anchor pole |
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| CN110219300B (en) * | 2019-05-27 | 2021-07-02 | 北京建材地质工程有限公司 | Construction process of partially-bonded prestressed uplift anchor rod |
| CN111042843A (en) * | 2019-12-16 | 2020-04-21 | 中铁十四局集团大盾构工程有限公司 | Pre-anchoring method for underground excavated tunnel |
| CN111608211B (en) * | 2020-06-11 | 2021-07-02 | 湖北鄂东桩基工程有限公司 | Anchor rod and installation method thereof |
| CN111975981B (en) * | 2020-07-28 | 2021-05-07 | 南京钜力智能制造技术研究院有限公司 | End stretching device for prefabricated part |
| CN114411820A (en) * | 2021-12-31 | 2022-04-29 | 中铁二十五局集团第二工程有限公司 | Construction method of slow-setting prestressed anti-floating anchor rod in karst micro-development area |
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