CN102121248A - Method for reinforcing and fixing sloping surface of prestressed anchorage element - Google Patents
Method for reinforcing and fixing sloping surface of prestressed anchorage element Download PDFInfo
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- CN102121248A CN102121248A CN2010103000965A CN201010300096A CN102121248A CN 102121248 A CN102121248 A CN 102121248A CN 2010103000965 A CN2010103000965 A CN 2010103000965A CN 201010300096 A CN201010300096 A CN 201010300096A CN 102121248 A CN102121248 A CN 102121248A
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- anchorage element
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Abstract
The invention discloses a method for reinforcing and fixing the sloping surface of a prestressed anchorage element. The method is characterized by comprising the following steps of: arranging the anchorage element on the sloping surface; arranging a slip casting floral tube in a sloping surface region below the anchorage element; inserting an exposed part of the floral tube exposed outside the sloping surface into the anchorage element; binding the exposed part with a steel bar in the anchorage element; pouring concrete in the anchorage element; fixing the anchorage element with the floral tube; and after the intensity of the concrete is up to standard, tensioning and anchoring the anchorage element with an anchor rope. The slip casting floral tube is inserted into a foundation below the prestressed anchorage element, and slip casing by pressure is performed, so that the property of a rock and earth mass for constructing the foundation is improved and the bearing capacity of the foundation rock and earth mass is greatly enhanced. The method has the advantages of small anchorage element size, shorter period, lower construction cost and the like. The method is suitable for cohesive soil, sandy clay, sand gravel (grit) stone layer, residual soil, completely weathered rock, intensely weathered rock side slopes as well as easily weathered intermediary weathered soft rock and extremely soft rock.
Description
Technical field
The present invention relates to domatic reinforcing of a kind of prestress anchoraging member and fixing means, belong to domatic fixing, reinforcing technique field.
Background technology
Prestress anchoraging is numerous industries such as water conservancy, railway, mine, highway and city-building be used for coming down effective means of regulation, slope reinforcement, deep foundation pit support, structure overturning or slip resistance analysis, underground engineering wall rock reinforcing, abutment reinforcing etc.According to the difference of primary structure member, can be divided into anchor pole and anchor cable, in the prestress anchoraging engineering, main application is anchor cable at present.
Prestress anchorage cable mainly is made of anchoring section, free section and fastener head three parts, and fastener head is made up of outer anchor structure thing, billet and ground tackle.Anchor pier, grade beam, Vierendeel girder or frame plate all belong to outer anchor structure thing, adopt reinforced concrete structure.When on loose geotechnical body side slope, carrying out the large-tonnage prestressed anchor reinforcement, domatic geotechnical body bearing capacity deficiency, apply in the prestressing force process or after applying prestressing force, can cause that being reinforced geotechnical body produces bigger creep and plastic strain, anchorage element on domatic can produce sinking, cause loss of prestress, cause anchoring engineering to lose efficacy.Be the requirement of satisfying the geotechnical body bearing capacity by the width that increases anchorage element at present.Yet the increase of sectional dimension can cause construction costs to increase defectives such as claim for eot.Simultaneously, present also lacking, effectively be fixed on domatic method with outer anchor structure thing, and outer anchor structure thing is cut off anchor cable along domatic downslide phenomenon usually takes place.
Summary of the invention
The objective of the invention is to: domatic reinforcing of a kind of prestress anchoraging member and fixing means are provided, satisfying under the prerequisite of identical anchoring effect, adopt the anchorage element of reduced size also can realize effectively fixing, satisfy the requirement of side slope surface bearing capacity simultaneously, avoid domatic rain drop erosion to wash in a pan erosion anchorage element ground, thus the safety and the reliability of saving engineering cost, enhancement engineering.
The present invention constitutes like this: domatic reinforcing of prestress anchoraging member and fixing means, on domatic, anchorage element is set, in the domatic zone under anchorage element grouting tube is set, floral tube exposes domatic exposed parts and inserts in the anchorage element, with the reinforcing bar binding in the anchorage element, build the concrete of anchorage element, with anchorage element by floral tube be fixed on domatic on, after concrete reaches intensity, anchorage element is carried out anchorage cable stretching and anchoring.
Above-mentioned domatic reinforcing of prestress anchoraging member and fixing means, described anchorage element is anchor pier, grade beam, Vierendeel girder or frame plate.
Above-mentioned domatic reinforcing of prestress anchoraging member and fixing means, described floral tube front end is taper, makes the spillage hole on floral tube, and the not boring that leaves at least 20 centimetres at the floral tube afterbody ends the slurry section, in floral tube, inject cement mortar or cement paste, reinforcing side slope geotechnical body.
The present invention inserts grouting tube in the ground below the prestress anchoraging member, by slip casing by pressure, improved the character of member ground geotechnical body, and floral tube inserts geotechnical body, play the pile foundation effect, thereby improved the bearing capacity of ground geotechnical body greatly, avoided the long-term erosion damage of rainwater domatic, washed in a pan erosion anchorage element ground.When carrying out the calculating of prestress anchoraging member designs, design same prestressing force, because of bearing capacity of foundation soil improves, can reduce prestress anchoraging member section size, thereby reduce the consumption of prestress anchoraging member steel concrete, both saved the duration, also saved investment.The floral tube exposed parts effectively is connected with the prestress anchoraging member, floral tube and prestress anchoraging member are fused form the outer anchor structure thing of prestress anchoraging jointly, because the most of people's geotechnical body of inserting of floral tube, can realize prestress anchoraging member effectively fixing on side slope surface, thereby reduce the length and the width of prestress anchoraging member, reduce the consumption of steel concrete, reduce investment outlay.Because the domatic slurries that are subjected to of anchorage element ground are reinforced, and have improved the erosion resistibility of ground, have strengthened stability, safety and the reliability of anchoring engineering.Compare with prior art, it is little that the present invention has an anchorage element volume, in the shortening cycle, saves advantages such as engineering cost.As domatic reinforcing of anchorage element and fixing means, be applicable to cohesive soil, sand, sand ovum (gravel) stone layer, residual clinosol, completely decomposed rock and strong-weathered rock side slope, the middle weathering soft rock of easy-weathering, dead-soft rock also can adopt, as the domatic fixing means of a kind of anchorage element, be applicable to various types of slope reinforcements.
Description of drawings
Accompanying drawing 1 is the structural representation of anchor pier for anchorage element of the present invention;
Accompanying drawing 2 is the vertical view of anchor pier in the accompanying drawing 1;
Accompanying drawing 3 is the structural representation of grade beam for anchorage element of the present invention;
Accompanying drawing 4 is the vertical view of grade beam in the accompanying drawing 3;
Accompanying drawing 5 is the structural representation of Vierendeel girder for anchorage element of the present invention;
The vertical view that accompanying drawing 6 is set a roof beam in place for accompanying drawing 5 centers;
Accompanying drawing 7 is the structural representation of frame plate for anchorage element of the present invention;
Accompanying drawing 8 is the vertical view of accompanying drawing 7 center frame plates;
Accompanying drawing 9 is the structural representation of floral tube of the present invention;
The specific embodiment
Embodiments of the invention 1: the anchorage element of present embodiment is concrete structures such as anchor pier, grade beam, Vierendeel girder or frame plate.Below in conjunction with concrete anchorage element explanation embodiments of the present invention.As shown in Figure 1, when on domatic 9, anchor pier 1 being installed, in domatic 9 zones under anchor pier 1 grouting tube 2 is set, floral tube 2 exposes domatic 9 exposed parts and inserts in the anchor pier 1, with the reinforcing bar binding in the anchor pier 1, build the concrete of anchor pier 1 then, anchor pier 1 is fixing with floral tube 2, anchor pier 1 is carried out the stretch-draw and the anchoring of anchor cable 8 after concrete reaches intensity, anchoring process gets final product according to existing construction technology.
As shown in Figure 9, floral tube 2 front ends that adopt are taper, the convenient insertion in the ground, on floral tube 2, make spillage hole 3, the not boring that leaves at least 20 centimetres at floral tube 2 afterbodys ends slurry section 4, ends slurry section 4 and inserts in the anchor pier 1, and 2 mouth of pipe places are provided with iron hoop 10 at floral tube, floral tube 2 general vertical domatic insertion geotechnical body 1.5m～5.0m adopt boring or adopt vibratory drilling method that floral tube 2 is inserted in the slope ground body.In floral tube 2, inject cement mortar or cement paste, water/binder ratio w/c=0.5～1.0.Also can adopt cement water glass biliquid slurry.Grouting pressure is not less than 0.2MPa, is generally 0.2MPa～1.0MPa, can determine according to the type of slope ground body.
Embodiments of the invention 2: shown in Fig. 3,4, when on domatic 9, grade beam 5 being installed, in domatic 9 zones under grade beam 5 grouting tube 2 is set, floral tube 2 exposes domatic 9 exposed parts and inserts in the grade beam 5, with the reinforcing bar binding in the grade beam 5, build the concrete of grade beam 5 then, grade beam 5 is fixing with floral tube 2, grade beam 5 is carried out the stretch-draw and the anchoring of anchor cable 8 after concrete reaches intensity, anchoring process is according to existing construction technology.The requirement of floral tube 2 is identical with embodiment 1.Grade beam 5 can be according to designing requirement, adopts crossbeam, vertical beam and is obliquely installed.
Embodiments of the invention 3: shown in Fig. 5,6, installing frame was set a roof beam in place 6 o'clock on domatic 9, in domatic 9 zones under Vierendeel girder 6 grouting tube 2 is set, floral tube 2 exposes domatic 9 exposed parts and inserts in the Vierendeel girder 6, with the reinforcing bar binding in the Vierendeel girder 6, the concrete of pouring frame beam 6 is fixing with floral tube 2 with Vierendeel girder 6 then, Vierendeel girder 6 is carried out the stretch-draw and the anchoring of anchor cable 8 after concrete reaches intensity, anchoring process is according to existing construction technology.Vierendeel girder 6 is the frame construction that grade beam combination anyhow obtains, and Vierendeel girder 6 comprises that a gridiron is set a roof beam in place and many gridirons are set a roof beam in place, and the lattice that form between Liang Yuliang can be square, rectangle, also can be triangles.
Embodiments of the invention 4: shown in Fig. 7,8, on domatic 9 during installing frame frame plate 7, in domatic 9 zones under frame plate 7 grouting tube 2 is set, floral tube 2 exposes domatic 9 exposed parts and inserts in the frame plate 7, with the reinforcing bar binding in the frame plate 7, the concrete of pouring frame plate 7 is fixing with floral tube 2 with frame plate 7 then, frame plate 7 is carried out the stretch-draw and the anchoring of anchor cable 8 after concrete reaches intensity, anchoring process is according to existing construction technology.As shown in Figure 6, frame plate 7 is to have increased concrete surface on the basis of Vierendeel girder, and anchor cable 8 is fixed in the middle of the crossbeam and vertical beam of frame plate 7, and 2 of floral tubes are arranged under crossbeam and the vertical beam, and spacing is 50cm～80cm on the length direction of crossbeam and vertical beam; Spacing is 20cm～30cm on width, rectangular layout.Set-up mode and frame plate 7 similar of floral tube 2 under anchor pier 1, grade beam 5 and Vierendeel girder 6.
Claims (3)
1. domatic reinforcing of prestress anchoraging member and fixing means, it is characterized in that: on domatic, anchorage element is set, in the domatic zone under anchorage element grouting tube is set, floral tube exposes domatic exposed parts and inserts in the anchorage element, with the reinforcing bar binding in the anchorage element, build the concrete of anchorage element, anchorage element and floral tube are fixed, after concrete reaches intensity, anchorage element is carried out anchorage cable stretching and anchoring.
2. domatic reinforcing of prestress anchoraging member according to claim 1 and fixing means is characterized in that: described anchorage element is anchor pier, grade beam, Vierendeel girder or frame plate.
3. domatic reinforcing of prestress anchoraging member according to claim 1 and fixing means, it is characterized in that: described floral tube front end is taper, on floral tube, make the spillage hole, the not boring that leaves at least 20 centimetres at the floral tube afterbody ends the slurry section, in floral tube, inject cement mortar or cement paste, reinforce domatic geotechnical body.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010103000965A CN102121248A (en) | 2010-01-07 | 2010-01-07 | Method for reinforcing and fixing sloping surface of prestressed anchorage element |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010103000965A CN102121248A (en) | 2010-01-07 | 2010-01-07 | Method for reinforcing and fixing sloping surface of prestressed anchorage element |
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| Publication Number | Publication Date |
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| CN102121248A true CN102121248A (en) | 2011-07-13 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2010103000965A Pending CN102121248A (en) | 2010-01-07 | 2010-01-07 | Method for reinforcing and fixing sloping surface of prestressed anchorage element |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107254881A (en) * | 2017-08-04 | 2017-10-17 | 广西路桥工程集团有限公司 | A kind of slope retaining structure and method for protecting support |
| CN108643179A (en) * | 2018-06-28 | 2018-10-12 | 中水电第十工程局（郑州）有限公司 | A kind of anchor pole and construction method using the construction of hand air drill in loose media stratum |
| CN111236244A (en) * | 2020-01-08 | 2020-06-05 | 深圳宏业基岩土科技股份有限公司 | Method for treating water leakage of free section of anchor cable on sand layer of foundation pit |
-
2010
- 2010-01-07 CN CN2010103000965A patent/CN102121248A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107254881A (en) * | 2017-08-04 | 2017-10-17 | 广西路桥工程集团有限公司 | A kind of slope retaining structure and method for protecting support |
| CN108643179A (en) * | 2018-06-28 | 2018-10-12 | 中水电第十工程局（郑州）有限公司 | A kind of anchor pole and construction method using the construction of hand air drill in loose media stratum |
| CN111236244A (en) * | 2020-01-08 | 2020-06-05 | 深圳宏业基岩土科技股份有限公司 | Method for treating water leakage of free section of anchor cable on sand layer of foundation pit |
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Application publication date: 20110713 |