CN103147440A - Construction method of prestressed anchor cable - Google Patents
Construction method of prestressed anchor cable Download PDFInfo
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- CN103147440A CN103147440A CN2013100811948A CN201310081194A CN103147440A CN 103147440 A CN103147440 A CN 103147440A CN 2013100811948 A CN2013100811948 A CN 2013100811948A CN 201310081194 A CN201310081194 A CN 201310081194A CN 103147440 A CN103147440 A CN 103147440A
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Abstract
The invention discloses a construction method of a prestressed anchor cable, which comprises the steps of drilling anchor cable holes, fabricating the anchor cable, mounting the anchor cable, erecting an anchor pier, injecting slurry in the anchor cable holes and tensioning the anchor cable according to a design requirement, wherein in the step of fabricating the anchor cable, an inner anchoring section is fabricated into a ripple shape by wire bunching rings and isolating frames that are alternately mounted on steel strands at intervals; a tensioning section is fabricated into a straight-line shape by the isolating frames mounted on the steel strands at intervals; sleeves are mounted on the steel strands of the tensioning section in a sleeving manner; the lower end parts of the sleeves, which are located at a slurry stopping ring, are sealed by structural adhesives; in the step of injecting the slurry in the anchor cable holes, the slurry is injected in the tensioning section anchor cable hole by a tensioning section slurry injection pipe; after the sand slurry is solidified, the slurry is injected in the inner anchoring section anchor cable hole by an inner anchoring section slurry injection pipe; and after the slurry injection of the inner anchoring section is accomplished, the step of tensioning the anchor cable is conducted. The construction method has the advantages that the tensioning section accomplishing the slurry injection serves as the slurry stopping ring for the slurry injection of the inner anchoring section, and a slurry stopping effect can be ensured under any rock mass conditions, so that the quality of the whole anchor cable is ensured.
Description
Technical field
The present invention relates to the prestress anchorage cable for rock mass reinforcing, especially relate to the construction prestressed cable method.
Background technology
The prestress anchorage cable that is used for rock mass reinforcing generally adopts the back-grouting formula, adopts grout stop to separate between interior anchoring section and stretch-draw section.When anchor cable construction, at first internally anchoring section is in the milk for the first time, forms complete interior anchor section, then anchor cable is carried out stretch-draw, at last the stretch-draw section is in the milk for the second time.Owing to often having the space between grout stop and anchor cable hole hole wall, cause the grouting effect relatively poor, not only cause stretch-draw segment length difficulty or ease to guarantee, and the also difficult assurance of interior anchoring section grouting pressure, cause anchor cable to apply the prestressing force effect relatively poor.If when running into the relatively poor situation of geological conditions, even adopt some proprietary technology, due to grouting segment length 400mm left and right only, still be difficult to guarantee fully grouting quality and the prestressing force effect of interior anchoring section.
Summary of the invention
The object of the invention is to provide a kind of construction prestressed cable method.
For achieving the above object, the present invention takes following technical proposals:
Construction prestressed cable method of the present invention comprises the steps: to bore anchor cable hole, make anchor cable, anchor cable, apeak pier, anchor cable hole slip casting, stretch-draw anchor are installed according to designing requirement; Described making anchor cable step is: anchor cable is made of interior anchoring section, stretch-draw section, the grout stop that is arranged between described interior anchoring section and stretch-draw section interface; Interior anchoring section is made bellows-shaped by bunch ring and isolating frame that the interval alternately is arranged on steel strand, the stretch-draw section is made rectilinear form by the isolating frame that the interval is arranged on steel strand, all be set with sleeve pipe being positioned on every steel strand of stretch-draw section, described sleeve pipe lower end part seals by structure glue in the grout stop position, axially lay stack, stretch-draw section grout pipe, interior anchoring section grout pipe along anchor cable hole, described stack one end passes grout stop and extends to interior anchoring section, and the other end extends the stretch-draw section; Then carry out described apeak pier step; Described anchor cable hole slip casting step is: at first be in the milk in stretch-draw section anchor cable hole by stretch-draw section grout pipe, grouting pressure is 0.2-0.3 MPa, after mortar solidified, by being in the milk in the inside anchoring section anchor cable hole of interior anchoring section grout pipe, grouting pressure was 0.8-2 MPa; After interior anchoring section grouting is completed, carry out described stretch-draw anchor step.
Advantage major embodiment of the present invention is:
1, during grouting construction, at first carry out low-pressure grouting in stretch-draw section anchor cable hole, the stretch-draw section that grouting is completed becomes the grout stop of interior anchoring section grouting, no matter all can guarantee the grouting effect under which kind of rock mass condition, thereby guarantees whole piece anchor cable quality.
2, avoided causing the forfeiture of stretch-draw section function under the grout stop failure conditions, and caused that the whole piece anchor cable does not reach predictive role, guaranteed that the stretch-draw section is effective, in the situation that the relatively poor anchor cable yield rate that significantly improves of rock mass condition.
3, guarantee and try one's best and improve the grouting pressure of interior anchoring section, increasing anchoring effect.
4, the stretch-draw section steel strand sleeve pipe cost that increases is very low, much smaller than the loss of doing over again that grout stop lost efficacy and causes, is guaranteeing to have improved overall economic efficiency under the workmanship prerequisite.
Description of drawings
Fig. 1 is the prestress anchorage cable structural representation according to the inventive method construction.
Fig. 2 is the A-A section cross-section structure enlarged diagram of Fig. 1.
Fig. 3 is the I section structure for amplifying schematic diagram of Fig. 1.
The specific embodiment
As shown in Figure 1, 2, 3, construction prestressed cable method of the present invention, carry out according to following step:
The first step, adopt boring method to bore anchor cable hole 1 according to designing requirement;
second step, make anchor cable by design length: anchor cable is made of interior anchoring section 3, stretch-draw section 4, the grout stop 5 that is arranged between interior anchoring section 3 and stretch-draw section 4 interfaces, interior anchoring section 3 is made bellows-shaped by bunch ring 7 and isolating frame 8 that the interval alternately is arranged on many steel strand 6, stretch-draw section 4 is made rectilinear form by the isolating frame 8 that the interval is arranged on many steel strand 6, all be set with sleeve pipe 9 being positioned on the every steel strand 6 of stretch-draw section 4, every sleeve pipe 9 lower end part in grout stop 5 positions all by structure glue 10 sealings, mortar enters in sleeve pipe 9 and in the space between steel strand 6 when avoiding being in the milk, axially lay stack 11 along anchor cable hole 1, stretch-draw section grout pipe 12, interior anchoring section grout pipe 13, stack 11 1 ends pass grout stop 5 and extend to interior anchoring section 3, then at stretch-draw section 4 terminations installation guide thimbles 14, tilt at the tube wall of guide thimble 14 and upwards be welded with two bifurcated pipes 15, 16, stack 11 other ends extend stretch-draw section 4 from a bifurcated pipe 15, stretch-draw section grout pipe 12, interior anchoring section grout pipe 13 extends stretch-draw section 4 from another bifurcated pipe 16,
The 3rd step, installation anchor cable:
The anchor cable that second step is made is sent in anchor cable hole 1, made guide thimble 14 be positioned at the position, aperture of anchor cable hole 1;
The 4th step, apeak pier 2:
The effect of anchor pier 2 is the point load of ground tackle 17 to be delivered to scar and to adjust scar be subjected to force direction, in order to make anchor pier 2 upper surfaces vertical with the anchor cable axis, weld a backing plate 18 at guide thimble 14 nozzle position quadratures, every steel strand 6 upper ends are all passed backing plate 18 and are extended outside guide thimble 14, then build anchor pier 2;
The 5th step, to the interior slip casting of anchor cable hole 1:
At first carry out low-pressure grouting by stretch-draw section grout pipe 12 in the anchor cable hole 1 of stretch-draw section 4, grouting pressure is 0.2-0.3 MPa, after mortar solidifies, carry out high pressure grouting in the anchor cable hole 1 by interior anchoring section grout pipe 13 inside anchoring sections 3, grouting pressure is 0.8-2 MPa;
The 6th step, in the 5th step in anchoring section 3 be in the milk complete after, carry out the stretch-draw anchor step.
Claims (1)
1. a construction prestressed cable method, comprise the steps: to bore anchor cable hole (1), make anchor cable, anchor cable, apeak pier (2), anchor cable hole (1) slip casting, stretch-draw anchor are installed according to designing requirement, it is characterized in that: described making anchor cable step is: anchor cable is made of interior anchoring section (3), stretch-draw section (4), the grout stop (5) that is arranged between described interior anchoring section (3) and stretch-draw section (4) interface, interior anchoring section (3) is made bellows-shaped by bunch ring (7) and isolating frame (8) that the interval alternately is arranged on steel strand (6), stretch-draw section (4) is made rectilinear form by the isolating frame (8) that the interval is arranged on steel strand (6), all be set with sleeve pipe (9) being positioned on the every steel strand (6) of stretch-draw section (4), described sleeve pipe (9) lower end part in grout stop (5) position by structure glue (10) sealing, axially lay stack (11) along anchor cable hole (1), stretch-draw section grout pipe (12), interior anchoring section grout pipe (13), described stack (11) one ends pass grout stop (5) and extend to interior anchoring section (3), the other end extends stretch-draw section (4), then carry out described apeak pier (2) step, described anchor cable hole (1) slip casting step is: at first be in the milk in stretch-draw section anchor cable hole (1) by stretch-draw section grout pipe (12), grouting pressure is 0.2-0.3 MPa, after mortar solidifies, inwardly be in the milk in anchoring section anchor cable hole (1) by interior anchoring section grout pipe (13), grouting pressure is 0.8-2 MPa, after interior anchoring section (3) grouting is completed, carry out described stretch-draw anchor step.
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| CN201310081194.8A CN103147440B (en) | 2013-03-14 | 2013-03-14 | Construction prestressed cable method |
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| CN201310081194.8A CN103147440B (en) | 2013-03-14 | 2013-03-14 | Construction prestressed cable method |
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| CN103147440A true CN103147440A (en) | 2013-06-12 |
| CN103147440B CN103147440B (en) | 2015-07-29 |
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Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104018499A (en) * | 2014-05-26 | 2014-09-03 | 中国水电顾问集团贵阳勘测设计研究院有限公司 | Grouting method capable of saving grouting amount on pre-stressed anchor cable tension section |
| CN104895072A (en) * | 2015-04-08 | 2015-09-09 | 中国建筑第八工程局有限公司 | A pre-stressed anchor cable and a pre-stressed anchor cable one-time forming construction method |
| CN105804774A (en) * | 2014-04-11 | 2016-07-27 | 衢州市优德工业设计有限公司 | Anchor cable capable of repeatedly applying prestress in mine tunnel |
| CN105926650A (en) * | 2016-07-04 | 2016-09-07 | 青岛建集团有限公司 | Concrete layer landslide prevention fixing device for slope building |
| CN105973559A (en) * | 2016-07-04 | 2016-09-28 | 青岛建集团有限公司 | Motor train unit body colliding rigid wall test platform system |
| CN106065595A (en) * | 2016-08-05 | 2016-11-02 | 青岛建集团有限公司 | Motor train unit body bump test platform-specific fender pile |
| CN106120817A (en) * | 2016-07-04 | 2016-11-16 | 青岛建集团有限公司 | A kind of domatic building concrete layer landslide-proofing construction technology |
| CN106284394A (en) * | 2016-08-05 | 2017-01-04 | 青岛建集团有限公司 | Motor train unit body bump test platform-specific fender pile construction technology |
| CN106522220A (en) * | 2017-01-03 | 2017-03-22 | 北京航勘建设有限公司 | Partitioned high-pressure hole blockage grouting anchor rod and grouting method thereof |
| CN109113773A (en) * | 2018-08-21 | 2019-01-01 | 中铁工程设计咨询集团有限公司 | A kind of quick tensioning anchor cable structure and its construction method |
| CN109681252A (en) * | 2019-01-17 | 2019-04-26 | 平顶山平煤设计院有限公司 | A kind of slip casting combination of steel rope device and construction method |
| CN110004927A (en) * | 2019-03-27 | 2019-07-12 | 招商局重庆交通科研设计院有限公司 | Prestressing force miniature pile construction method |
| CN111945726A (en) * | 2020-08-21 | 2020-11-17 | 中国电建集团贵阳勘测设计研究院有限公司 | Construction method of strong unloading broken rock mass prestressed anchor cable |
| CN112176994A (en) * | 2020-08-22 | 2021-01-05 | 浙江华东工程咨询有限公司 | Prestressed anchor cable structure suitable for broken rock mass and construction method thereof |
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Cited By (22)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105804774A (en) * | 2014-04-11 | 2016-07-27 | 衢州市优德工业设计有限公司 | Anchor cable capable of repeatedly applying prestress in mine tunnel |
| CN105804774B (en) * | 2014-04-11 | 2017-09-19 | 衢州市优德工业设计有限公司 | A kind of mine laneway is repeatable to apply prestressed anchor cable |
| CN104018499A (en) * | 2014-05-26 | 2014-09-03 | 中国水电顾问集团贵阳勘测设计研究院有限公司 | Grouting method capable of saving grouting amount on pre-stressed anchor cable tension section |
| CN104018499B (en) * | 2014-05-26 | 2016-06-15 | 中国水电顾问集团贵阳勘测设计研究院有限公司 | A kind of grouting method saving prestress anchorage cable stretch-draw section grouting amount |
| CN104895072A (en) * | 2015-04-08 | 2015-09-09 | 中国建筑第八工程局有限公司 | A pre-stressed anchor cable and a pre-stressed anchor cable one-time forming construction method |
| CN105973559A (en) * | 2016-07-04 | 2016-09-28 | 青岛建集团有限公司 | Motor train unit body colliding rigid wall test platform system |
| CN106120817B (en) * | 2016-07-04 | 2018-07-03 | 青岛一建集团有限公司 | A kind of slope surface building concrete layer landslide-proofing construction technology |
| CN106120817A (en) * | 2016-07-04 | 2016-11-16 | 青岛建集团有限公司 | A kind of domatic building concrete layer landslide-proofing construction technology |
| CN105973559B (en) * | 2016-07-04 | 2018-11-20 | 青岛一建集团有限公司 | Motor train unit body hits rigid wall testing platform system |
| CN105926650B (en) * | 2016-07-04 | 2018-07-06 | 青岛一建集团有限公司 | Slope surface building concrete layer landslide-proofing fixing device |
| CN105926650A (en) * | 2016-07-04 | 2016-09-07 | 青岛建集团有限公司 | Concrete layer landslide prevention fixing device for slope building |
| CN106284394B (en) * | 2016-08-05 | 2018-08-21 | 青岛一建集团有限公司 | Motor train unit body bump test platform-specific protects pile constructing process |
| CN106065595B (en) * | 2016-08-05 | 2018-06-29 | 青岛一建集团有限公司 | Motor train unit body bump test platform-specific fender pile |
| CN106065595A (en) * | 2016-08-05 | 2016-11-02 | 青岛建集团有限公司 | Motor train unit body bump test platform-specific fender pile |
| CN106284394A (en) * | 2016-08-05 | 2017-01-04 | 青岛建集团有限公司 | Motor train unit body bump test platform-specific fender pile construction technology |
| CN106522220A (en) * | 2017-01-03 | 2017-03-22 | 北京航勘建设有限公司 | Partitioned high-pressure hole blockage grouting anchor rod and grouting method thereof |
| CN109113773A (en) * | 2018-08-21 | 2019-01-01 | 中铁工程设计咨询集团有限公司 | A kind of quick tensioning anchor cable structure and its construction method |
| CN109681252A (en) * | 2019-01-17 | 2019-04-26 | 平顶山平煤设计院有限公司 | A kind of slip casting combination of steel rope device and construction method |
| CN110004927A (en) * | 2019-03-27 | 2019-07-12 | 招商局重庆交通科研设计院有限公司 | Prestressing force miniature pile construction method |
| CN111945726A (en) * | 2020-08-21 | 2020-11-17 | 中国电建集团贵阳勘测设计研究院有限公司 | Construction method of strong unloading broken rock mass prestressed anchor cable |
| CN112176994A (en) * | 2020-08-22 | 2021-01-05 | 浙江华东工程咨询有限公司 | Prestressed anchor cable structure suitable for broken rock mass and construction method thereof |
| CN112176994B (en) * | 2020-08-22 | 2021-09-28 | 浙江华东工程咨询有限公司 | Construction method of prestressed anchor cable structure suitable for broken rock mass |
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Address after: 450003 Jinshui Road 109, Zhengzhou City, Henan Province Patentee after: Yellow River Survey Planning and Design Research Institute Co., Ltd. Address before: 450003 Jinshui Road 109, Zhengzhou City, Henan Province Patentee before: Yellow River Engineering Consulting Co., Ltd. |