CN101634149B - Prestressed anchor foundation pit support and construction method - Google Patents
Prestressed anchor foundation pit support and construction method Download PDFInfo
- Publication number
- CN101634149B CN101634149B CN2009101641810A CN200910164181A CN101634149B CN 101634149 B CN101634149 B CN 101634149B CN 2009101641810 A CN2009101641810 A CN 2009101641810A CN 200910164181 A CN200910164181 A CN 200910164181A CN 101634149 B CN101634149 B CN 101634149B
- Authority
- CN
- China
- Prior art keywords
- anchor
- hole
- stretch
- draw
- foundation pit
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
- 238000010276 construction Methods 0.000 title claims abstract description 19
- 238000004873 anchoring Methods 0.000 claims abstract description 60
- 239000004568 cement Substances 0.000 claims abstract description 18
- 238000005553 drilling Methods 0.000 claims abstract description 13
- 239000003795 chemical substances by application Substances 0.000 claims description 35
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 11
- 238000000034 method Methods 0.000 claims description 10
- 239000002002 slurry Substances 0.000 claims description 9
- 238000005259 measurement Methods 0.000 claims description 7
- 238000006073 displacement reaction Methods 0.000 claims description 6
- XEEYBQQBJWHFJM-UHFFFAOYSA-N iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 6
- 239000010410 layer Substances 0.000 claims description 6
- 238000007789 sealing Methods 0.000 claims description 6
- 230000003014 reinforcing Effects 0.000 claims description 5
- 238000004140 cleaning Methods 0.000 claims description 4
- 239000004033 plastic Substances 0.000 claims description 4
- 239000004576 sand Substances 0.000 claims description 4
- 240000000218 Cannabis sativa Species 0.000 claims description 3
- 210000004080 Milk Anatomy 0.000 claims description 3
- 239000011230 binding agent Substances 0.000 claims description 3
- 235000009120 camo Nutrition 0.000 claims description 3
- 235000005607 chanvre indien Nutrition 0.000 claims description 3
- 238000005336 cracking Methods 0.000 claims description 3
- 239000012467 final product Substances 0.000 claims description 3
- 239000011440 grout Substances 0.000 claims description 3
- 239000011487 hemp Substances 0.000 claims description 3
- 235000012765 hemp Nutrition 0.000 claims description 3
- 229910052742 iron Inorganic materials 0.000 claims description 3
- 235000012766 marijuana Nutrition 0.000 claims description 3
- 239000008267 milk Substances 0.000 claims description 3
- 235000013336 milk Nutrition 0.000 claims description 3
- 230000035515 penetration Effects 0.000 claims description 3
- 239000011241 protective layer Substances 0.000 claims description 3
- 239000002965 rope Substances 0.000 claims description 3
- 210000003491 Skin Anatomy 0.000 claims description 2
- 239000002893 slag Substances 0.000 claims description 2
- 230000037250 Clearance Effects 0.000 abstract 1
- 239000011083 cement mortar Substances 0.000 abstract 1
- 230000035512 clearance Effects 0.000 abstract 1
- 238000009434 installation Methods 0.000 abstract 1
- 238000004519 manufacturing process Methods 0.000 abstract 1
- 238000009412 basement excavation Methods 0.000 description 6
- 239000002689 soil Substances 0.000 description 6
- 239000011398 Portland cement Substances 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 229910052602 gypsum Inorganic materials 0.000 description 2
- 239000010440 gypsum Substances 0.000 description 2
- 238000007654 immersion Methods 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 230000001112 coagulant Effects 0.000 description 1
- 239000004035 construction material Substances 0.000 description 1
- 230000000875 corresponding Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000003203 everyday Effects 0.000 description 1
- 230000013632 homeostatic process Effects 0.000 description 1
- 230000036571 hydration Effects 0.000 description 1
- 238000006703 hydration reaction Methods 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 230000036961 partial Effects 0.000 description 1
- -1 reinforcing bar Substances 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
Abstract
The invention discloses a prestressed anchor foundation pit support and a construction method. The prestressed anchor foundation pit support is characterized in that inner anchoring section pouring quick setting and early-strength cement cartridge anchor agent are adopted during the construction of a prestressed anchor, early-strength cement is used for a gird, economic cement mortar is poured in a tensioning section, and anchor tensioning is achieved in such as way that a screw cap is screwed down with a torque wrench to be clocked. The construction method comprises the steps of anchor hole positioning, hole drilling, hole clearance, anchor fabrication, anchoring agent pouring into anchor hole, anchor installation, gird pouring, anchor tensioning, tensioning section pouring and construction monitoring. The invention has small space for the construction and operation, and is suitable for all topographic forms and sites. The inner support is replaced bythe anchor, thus the construction cost can be reduced, and the construction condition can be improved.
Description
Technical field
The present invention relates to building field, particularly prestressed anchor foundation pit support and job practices.
Background technology
Prestressed anchor is to utilize the shear strength of stratum soil around the anchor pole to come the pulling force of transferring structure thing or keep the homeostasis of stratum excavation face as pattern foundation pit supporting structure, because the use of anchor pole makes generation compressive stress district, anchoring stratum and strengthening stratum is played reinforced action; In addition, prestressed anchor and soil layer form a kind of cooperative complex, can bear pulling force and shearing effectively, thereby improve the mechanical property on stratum.Prestressed anchor is made up of anchor head, free section and anchoring section, and anchor head is the parts that are used for the lock anchor draw-bar pull, is made up of ground tackle, supporting plate, nut etc.; Free section is the centre portion that the anchor head pulling force is reached anchoring section, by steel skein, injecting cement paste and anticorrosion contexture; The pulling force that anchoring section will act on anchor head passes to good ground.Cement paste is adopted in free section and anchoring section slip casting in the tradition prestressed anchor, and anchoring section needs fast coagulating during pattern foundation pit supporting structure, and interior anchor section employing light water mud can not make the safety of foundation pit supporting system and economy be guaranteed.In addition, traditional prestressed anchor stretch-draw quality is unsatisfactory, brings potential safety hazard to pattern foundation pit supporting structure.
Summary of the invention
Technical problem to be solved by this invention provides a kind of prestressed anchor foundation pit support and job practices, solves the not good problem of traditional prestressed anchor foundation pit support safety.
For this reason, fast with fixed attention, the high-early (strength) cement volume anchoring agent of anchor section perfusion in the prestressed anchor construction is taked among the present invention, grit adopts early strength concrete, thereby can realize the quick stretch-draw of anchor pole is prevented foundation pit deformation; The cement grout of stretch-draw section perfusion economy reaches the purpose of saving cost; The mode of torque wrench tightening nuts locking is adopted in anchor pole stretch-draw, guarantees that anchor rod prestress reaches requirement.
Anchoring agent of the present invention adopts the anchoring air pressure gun to send into boring, can control its injection rate exactly, and its denseness of anchoring agent immersion back is big, is difficult for flowing, and the pouring quality of therefore interior anchor section can access effectively and guarantee.
Construction sequence comprises:
(1) anchor hole location
Should be accurate when jumbolter is in place, base should be leveled up, and the angle of inclination of drilling rod is used compass and is checked, and angular deviation is not more than 2 °, and the discrepancy in elevation is no more than 30mm.
(2) boring
Execute when boring drill bit and will aim at the bit-identify of bolthole hole under and bore, the biased difference of largest hole must not be greater than 100mm, and the application small-power is slowly crept into when initial, creep into about 500mm after, the correct for borehole direction, total power is crept into.The rig rate of penetration is 0.3～0.5m/min, and rate of withdraw is 0.5～0.6m/min.In the jumbolter drilling process, mud property is adjusted according to geological condition.When getting into argillic horizon, mud balance adopts 1.05 * 10
3Kg/m
3～1.1 * 10
3Kg/m
3When getting into layer of sand, mud balance adopts 1.2 * 10
3Kg/m
3～1.3 * 10
3Kg/m
3
(3) clear hole
Adopt reciprocating type mudjack to carry out the clear hole 3min～5min of big pump amount, inner hole deposition slag and hole wall mud skin are rinsed well, sediment is smaller or equal to 300mm at the bottom of the hole.
(4) anchor pole is made
The medium-height trestle employing is rolled into arcuation with 3 reinforcing bars circle bars is welded on the anchor pole, guarantee that the anchor pole protective layer thickness is not less than 10mm, the spacing of medium-height trestle is controlled by 2～3m by 120 ° of spaced points; Ending pulpboard is that circle shape sheet iron plate is welded on stretch-draw section and interior anchoring section boundary, than the little 10mm in bolthole aperture.
(5) bolthole injects the anchoring agent
Wait to hole and to descend after cleaning up the feed pipe in the manhole at the bottom of the hole, outwards to extract 300～500mm, in the hole, send into the anchoring agent with the anchoring air pressure gun, the required blast 0.5～0.7MPa of air pressure gun.The air pressure gun wrench is promptly pulled in the anchoring agent of whenever packing into of anchoring air pressure gun, simultaneously feed pipe is outwards extracted about 20mm, so continuously sends into the anchoring agent and sent up to the anchoring agent consumption of plan in the hole, then feed pipe is extracted outside the hole.
(6) anchor pole under
After the anchoring agent has been sent in the bolthole hole, in the hole, be lowered to the good anchor pole of processing and fabricating, under anchor pole in the hand-hole before the inlet pipe of the good stretch-draw section of colligation at the scene, inlet pipe is not more than 500mm apart from stretch-draw section bottom, body of rod protruded length is 200～300mm.
(7) build grit
Grit adopts C25 early strength concrete, admixture 2% gypsum early strength admixture during concrete batching.Earlier a Φ 20mm plastic pipe is imbedded when building grit in the hole about 500mm, stack when being in the milk as the stretch-draw section, the billet of the tape guide pipe that will make then is contained on the anchor bar body, guide pipe stretches in the hole about 200～300mm, space between guide pipe and the hole wall is stopped up with the rope made of hemp, simultaneously with the billet adjustment with fix after the body of rod is vertical, billet and domatic between the space get final product concreting with the plank sealing.
(8) anchor pole stretch-draw
Prestressed anchor stretch-draw is carried out according to stretch value and the two controls of stretching force, at first adopts 20% tension tonnage to carry out pretension during stretch-draw, carries out stretch-draw by tension tonnage classifications at different levels then, and every grade of tension tonnage continues 3min and measures body of rod stretch value.
(9) stretch-draw section grouting
Prestressed anchor should carry out the grouting of stretch-draw section sealing of hole as early as possible after stretch-draw finishes, it is 0.45 cement paste that slurries adopt water/binder ratio, and grouting is treated to shield slurry after stack returns out underflow from the inlet pipe perfusion, and the screen slurry time is not less than 10min and can finishes grouting.
(10) construction monitoring
The monitoring content comprises:
1, the axle power of anchor pole monitoring according to anchor stress monitoring situation, is lost when excessive at anchor stress anchor pole is carried out two times tensioning;
2, the measurement of supporting displacement;
3, the observation of face of land cracking state;
4, the deformation measurement of facility such as nearby buildings and important pipeline and crack are observed;
5, the WATER LEVEL CHANGES that foundation ditch seeps water, leaks and foundation ditch is inside and outside.
The space of construction operation of the present invention is little, is applicable to various landform and place.Replace interior the support by anchor pole, can reduce cost, improve execution conditions.Axis force of anchor can be determined by the resistance to plucking test, therefore can guarantee enough degrees of safety.By anchor pole being applied the lateral displacement that pretension is controlled supporting and protection structure.
Description of drawings
Fig. 1 prestressed anchor pile constructing process flow process
Fig. 2 prestressing force anchoring pile schematic diagram
In the accompanying drawing: 1, billet, 2, nut, 3, packing ring, 4, grit, 5, stretch-draw section stack, 6, stretch-draw section inlet pipe, 7, cement paste, 8, anchor pole, 9, baffle, 10, anchor hole, 11, the anchoring agent.
The specific embodiment
Describe in detail below in conjunction with accompanying drawing.
Certain mansion height is 34m, overall floorage 35880m
2, adopt the frame-shear wall structure, this project excavation of foundation pit degree of depth 6.40m, the excavation of foundation pit area is about 3900m
2, pattern foundation pit supporting structure is taked the prestressed anchor supporting method.
Prestressed anchor is oblique pore-forming in soil layer, relies on the bond stress of frictional force, pull bar and anchoring body between the anchoring body and the soil body and the acting in conjunction of anchor rod strength to bear the load of partial action on supporting and protection structure.Prestressed anchor has changed the stress of foundation ditch, has reduced the wall displacement of foundation ditch hole, has safeguarded the stable of works.Fast with fixed attention, the high-early (strength) cement volume anchoring agent of anchor section perfusion in the prestressed anchor construction is taked, grit adopts early strength concrete, the cement grout of stretch-draw section perfusion economy; The mode of torque wrench tightening nuts locking is adopted in anchor pole stretch-draw; The anchoring agent adopts the anchoring air pressure gun to send into boring, can control its injection rate exactly, and the pouring quality of anchor section can access effectively and guarantee in making.
Prestressed anchor construction material requested mainly contains cement, reinforcing bar, cement volume anchoring agent, spherical washer and nut, billet, inlet pipe, feed pipe etc., and wherein cement is P.O.42.5 level Portland cement; The prestressed anchor reinforcing bar is
The 32II grade reinforcing steel; Spherical washer and nut are bought from special-purpose producer, and nut is high 35mm, and the length of side is six square nuts of 55mm; The grit billet adopts general steel plate, and it is of a size of 200mm * 200mm * 20mm; Inlet pipe adopts Φ 20 plastic pipes, and feed pipe adopts Φ 40mmPVC pipe; The anchoring agent is fast setting cement rolling anchoring agent, this anchoring agent is mixed mixture with Admixture by Portland cement etc. for base material, wrap extraordinary permeable paper and be web-like by certain specification, immersion is after hydration and can produce the hydraulic cementing materials of powerful anchorage effect rapidly, and its performance is as shown in table 1.
Table 1 anchoring agent performance
Construction sequence comprises:
(1) anchor hole location
Should be accurate when jumbolter is in place, base should be leveled up, and the angle of inclination of drilling rod is used compass and is checked, and angular deviation is not more than 2 °, and the discrepancy in elevation is no more than 30mm.Should in the place, dig the gutter before the drilling construction, to avoid influencing construction because of mud arbitrarily discharges.
(2) boring
Execute when boring drill bit and will aim at the bit-identify of bolthole hole under and bore, the biased difference of largest hole must not be greater than 100mm, and the application small-power is slowly crept into when initial, creep into about 500mm after, the correct for borehole direction, total power is crept into.For the angle of accurate keyhole, executing when boring and to make the bore angle Deviation Control in 2 ° by technician on duty with circumferentor control drilling rod direction.Drilling depth requires drilling depth to be not less than body of rod effective length by the control of marking on drilling rod, and is not more than design hole depth 200mm.The rig rate of penetration is 0.3～0.5m/min, and rate of withdraw is 0.5～0.6m/min.
In the jumbolter drilling process, mud property is adjusted according to geological condition.When getting into argillic horizon, mud balance adopts 1.05 * 10
3Kg/m
3～1.1 * 10
3Kg/m
3When getting into layer of sand, mud balance adopts 1.2 * 10
3Kg/m
3～1.3 * 10
3Kg/m
3
(3) anchor pole is made
Anchor pole deposit with transport process in should protect the screw thread that processes; Adopt 3 reinforcing bar circle bars to be rolled into arcuation to medium-height trestle and be welded on the anchor pole by 120 ° of spaced points, guarantee that the anchor pole protective layer thickness is not less than 10mm, the spacing of medium-height trestle is controlled by 2～3m; Ending pulpboard is that circle shape sheet iron plate is welded on stretch-draw section and interior anchoring section boundary, and than the little 10mm in bolthole aperture, its effect is that the anchoring agent string of anchor section in stopping arrives the stretch-draw section.
(4) bolthole injects the anchoring agent
Anchoring air pressure gun and air main and feed pipe are connected, feed pipe is put into the hole, feed pipe is controlled the degree of depth in the hand-hole under the feed pipe all performing mark apart from its port of export corresponding to the distance of the bolthole degree of depth with apart from the position of this anchoring section length with this.
After feed pipe is lowered to bolthole, adopt wind and water combined cleaning boring by the anchoring air pressure gun, wait to hole and to descend after cleaning up the feed pipe in the hand-hole at the bottom of the hole, outwards to extract 300～500mm, promptly in the hole, send into the anchoring agent with the anchoring air pressure gun, the anchoring agent is soaked earlier about about 1min, the required blast 0.5～0.7MPa of air pressure gun.The air pressure gun wrench is promptly pulled in the anchoring agent of whenever packing into of anchoring air pressure gun, simultaneously feed pipe is outwards extracted about 20mm, so continuously sends into the anchoring agent and sent up to the anchoring agent consumption of plan in the hole, then feed pipe is extracted outside the hole.Send in the process of anchoring agent in inside anchor section, when the feed pipe port of export is outwards extracted the top of interior anchor section, if anchoring agent amount of plan usefulness is not then no longer outwards stirred feed pipe and sent until the anchoring agent in the feeding process.
(5) anchor pole under
After the anchoring agent has been sent in the bolthole hole, in the hole, be lowered to the good anchor pole of processing and fabricating, under anchor pole in the hand-hole before the inlet pipe of the good stretch-draw section of colligation at the scene, inlet pipe is not more than 500mm apart from stretch-draw section bottom, body of rod protruded length is 200～300mm.
(6) build grit
Grit adopts C25 early strength concrete, admixture 2% gypsum early strength admixture during concrete batching.Earlier a Φ 20mm plastic pipe is imbedded when building grit in the hole about 500mm, stack when being in the milk as the stretch-draw section, the billet of the tape guide pipe that will make then is contained on the anchor bar body, guide pipe stretches in the hole about 200～300mm, space between guide pipe and the hole wall is stopped up with the rope made of hemp, the concrete flow that prevents to build grit in the hole, simultaneously with the billet adjustment with fix after the body of rod is vertical, billet and domatic between the space get final product concreting with the plank sealing.Grit make the billet that bears nut vertical with anchor pole and with domatic tight contact of foundation ditch, grit thickness is 150mm, guarantees to load onto behind the nut about body of rod protruded length 50mm.
(7) anchor pole stretch-draw
Prestressed anchor stretch-draw is carried out according to stretch value and the two controls of stretching force, at first adopt 20% tension tonnage to carry out pretension during stretch-draw, carry out stretch-draw by tension tonnage classifications at different levels then, every grade of tension tonnage continues 3min and measures body of rod stretch value (determining with vernier caliper measurement nut to the distance on body of rod top), the deviation of actual stretch value and theoretic elongation should be between-5%～10%, otherwise should suspend stretch-draw inspection, continue stretch-draw after ascertaining the reason again.For accelerating the speed of stretch-draw, the prestressed anchor at same position is taked classification cycle stretch-draw in batches.
(8) stretch-draw section grouting
Prestressed anchor should carry out the grouting of stretch-draw section sealing of hole as early as possible after stretch-draw finishes, it is 0.45 cement paste that slurries adopt water/binder ratio, and grouting is treated to shield slurry after stack returns out underflow from the inlet pipe perfusion, and the screen slurry time is not less than 10min and can finishes grouting.
(9) construction monitoring
The monitoring content comprises:
1, the axle power of anchor pole monitoring according to anchor stress monitoring situation, is lost when excessive at anchor stress anchor pole is carried out two times tensioning;
2, the measurement of supporting displacement;
3, the observation of face of land cracking state;
4, the deformation measurement of facility such as nearby buildings and important pipeline and crack are observed;
5, the WATER LEVEL CHANGES that foundation ditch seeps water, leaks and foundation ditch is inside and outside.
During soil excavation, must observation every day be no less than once for top, horizontal displacement of the excavation slope soil body and supporting and protection structure sidesway.When the excavation of foundation pit degree of depth increases or finds that development of deformation is big, must strengthen monitoring frequency; When distortion sharply develops or occurs destroying omen, must encrypt monitoring to the distortion situation.
In the present embodiment work progress foundation ditch is monitored, monitoring result shows the foundation pit deformation amount in prescribed limit, and sedimentation phenomenon does not appear in road and ground on every side, the implementation result ideal.
Claims (9)
1. prestressed anchor foundation pit support and job practices, the anchor section takes that perfusion is coagulated soon, high-early (strength) cement volume anchoring agent in it is characterized in that, and grit adopts early strength concrete, the cement grout of stretch-draw section perfusion economy; May further comprise the steps:
(1) anchor hole location
Should be accurate when jumbolter is in place, base should be leveled up, and the angle of inclination of drilling rod is used compass and is checked, and angular deviation is not more than 2 °, and the discrepancy in elevation is no more than 30mm;
(2) boring
Execute when boring drill bit and will aim at the bit-identify of bolthole hole under and bore, the biased difference of largest hole must not be greater than 100mm, and the application small-power is slowly crept into when initial, creep into about 500mm after, the correct for borehole direction, total power is crept into; The rig rate of penetration is 0.3～0.5m/min, and rate of withdraw is 0.5～0.6m/min;
(3) clear hole
Adopt reciprocating type mudjack to carry out the clear hole 3～5min of big pump amount, inner hole deposition slag and hole wall mud skin are rinsed well, sediment is smaller or equal to 300mm at the bottom of the hole;
(4) anchor pole is made
The medium-height trestle employing is rolled into arcuation with 3 reinforcing bars circle bars is welded on the anchor pole, guarantee that the anchor pole protective layer thickness is not less than 10mm, the spacing of medium-height trestle is controlled by 2～3m by 120 ° of spaced points; Ending pulpboard is that circle shape sheet iron plate is welded on stretch-draw section and interior anchoring section boundary, than the little 10mm in bolthole aperture;
(5) bolthole injects the anchoring agent
Wait to hole and will descend after cleaning up the feed pipe in the hand-hole outwards to extract 300～500mm at the bottom of the hole, send into the anchoring agent with the anchoring air pressure gun in the hole, the required blast of air pressure gun is 0.5～0.7MPa; The air pressure gun wrench is promptly pulled in the anchoring agent of whenever packing into of anchoring air pressure gun, simultaneously feed pipe is outwards extracted about 20mm, so continuously sends into the anchoring agent and sent up to the anchoring agent consumption of plan in the hole, then feed pipe is extracted outside the hole;
(6) anchor pole under
After the anchoring agent has been sent in the bolthole hole, in the hole, be lowered to the good anchor pole of processing and fabricating, under anchor pole in the hand-hole before the inlet pipe of the good stretch-draw section of colligation at the scene, inlet pipe is not more than 500mm apart from stretch-draw section bottom, body of rod protruded length is 200～300mm;
(7) build grit
Grit adopts the C25 concrete, earlier a Φ 20mm plastic pipe is imbedded when building grit in the hole about 500mm, stack when being in the milk as the stretch-draw section, the billet of the tape guide pipe that will make then is contained on the anchor bar body, guide pipe stretches in the hole about 200～300mm, space between guide pipe and the hole wall is stopped up with the rope made of hemp, simultaneously with the billet adjustment with fix after the body of rod is vertical, billet and domatic between the space get final product concreting with the plank sealing;
(8) anchor pole stretch-draw
Prestressed anchor stretch-draw is carried out according to stretch value and the two controls of stretching force;
(9) stretch-draw section grouting
Prestressed anchor should carry out the grouting of stretch-draw section sealing of hole as early as possible after stretch-draw finishes, slurries employing water/binder ratio is 0.45 cement paste, and grouting is treated to shield slurry after stack returns out underflow from the inlet pipe perfusion;
(10) construction monitoring.
2. prestressed anchor foundation pit support according to claim 1 and job practices is characterized in that: the mode of torque wrench tightening nuts locking is adopted in anchor pole stretch-draw.
3. prestressed anchor foundation pit support according to claim 1 and job practices is characterized in that: in the jumbolter drilling process, mud property is adjusted according to geological condition; When getting into argillic horizon, mud balance adopts 1.05 * 10
3Kg/m
3～1.1 * 10
3Kg/m
3When getting into layer of sand, mud balance adopts 1.2 * 10
3Kg/m
3～1.3 * 10
3Kg/m
3
4. prestressed anchor foundation pit support according to claim 2 and job practices is characterized in that: in the jumbolter drilling process, mud property is adjusted according to geological condition; When getting into argillic horizon, mud balance adopts 1.05 * 10
3Kg/m
3～1.1 * 10
3Kg/m
3When getting into layer of sand, mud balance adopts 1.2 * 10
3Kg/m
3～1.3 * 10
3Kg/m
3
5. prestressed anchor foundation pit support according to claim 1 and job practices, it is characterized in that: at first adopt 20% tension tonnage to carry out pretension during stretch-draw, carry out stretch-draw by tension tonnage classifications at different levels then, every grade of tension tonnage continues 3min and measures body of rod stretch value.
6. prestressed anchor foundation pit support according to claim 2 and job practices, it is characterized in that: at first adopt 20% tension tonnage to carry out pretension during stretch-draw, carry out stretch-draw by tension tonnage classifications at different levels then, every grade of tension tonnage continues 3min and measures body of rod stretch value.
7. prestressed anchor foundation pit support according to claim 3 and job practices, it is characterized in that: at first adopt 20% tension tonnage to carry out pretension during stretch-draw, carry out stretch-draw by tension tonnage classifications at different levels then, every grade of tension tonnage continues 3min and measures body of rod stretch value.
8. prestressed anchor foundation pit support according to claim 1 and job practices is characterized in that: the screen slurry time finishes grouting after being not less than 10min in construction sequence (9) the stretch-draw section grouting.
9. prestressed anchor foundation pit support according to claim 1 and job practices is characterized in that monitoring content and comprise:
1) the axle power of anchor pole monitoring according to anchor stress monitoring situation, is lost when excessive at anchor stress anchor pole is carried out two times tensioning;
2) measurement of supporting displacement;
3) observation of face of land cracking state;
4) deformation measurement of nearby buildings and important pipeline and crack are observed;
5) WATER LEVEL CHANGES that foundation ditch seeps water, leaks and foundation ditch is inside and outside.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009101641810A CN101634149B (en) | 2009-08-05 | 2009-08-05 | Prestressed anchor foundation pit support and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009101641810A CN101634149B (en) | 2009-08-05 | 2009-08-05 | Prestressed anchor foundation pit support and construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101634149A CN101634149A (en) | 2010-01-27 |
| CN101634149B true CN101634149B (en) | 2011-07-06 |
Family
ID=41593468
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2009101641810A Expired - Fee Related CN101634149B (en) | 2009-08-05 | 2009-08-05 | Prestressed anchor foundation pit support and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101634149B (en) |
Families Citing this family (21)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102494007B (en) * | 2011-12-30 | 2014-06-18 | 山东大学 | Auxiliary device for anti-destructive monitoring and measurement of convergence points in tunnel engineering and method for burying auxiliary device |
| CN102839664A (en) * | 2012-08-20 | 2012-12-26 | 长江勘测规划设计研究有限责任公司 | Rock-anchored crane beam with overall-process-stress-adjustable main load-bearing anchor rod and construction method |
| CN103806896B (en) * | 2012-11-14 | 2016-03-30 | 兰州大学 | Anchor hole analyzer |
| CN103806897A (en) * | 2012-11-14 | 2014-05-21 | 兰州大学 | Tester for hole depth, inclination and azimuth of blasthole |
| CN103806898B (en) * | 2012-11-14 | 2016-03-30 | 兰州大学 | Anchor hole hole depth, inclination angle, azimuth and slope/wall angle analyzer |
| CN103103984B (en) * | 2013-02-07 | 2015-03-18 | 江苏鼎达建筑新技术有限公司 | Recoverable pre-stressed anchor cable and construction method thereof |
| CN103266609A (en) * | 2013-04-25 | 2013-08-28 | 中天建设集团有限公司 | Process for constructing prestressed anchor rod in deep foundation pit supporting system |
| CN103244159B (en) * | 2013-05-13 | 2015-08-19 | 中国矿业大学 | A kind of method and device applying bolt pretension |
| CN105446276B (en) * | 2014-08-15 | 2018-03-23 | 上海骋浩机械有限公司 | A kind of foundation ditch axle power monitors compensation method |
| CN104405424A (en) * | 2014-11-17 | 2015-03-11 | 神华集团有限责任公司 | Full-length-anchoring anchor rod and anchoring method |
| CN104563950A (en) * | 2014-12-25 | 2015-04-29 | 贵州省交通规划勘察设计研究院股份有限公司 | Impact holing boring slurry isolation device based on slurry outlet pipe and slag inlet pipe |
| CN106593499A (en) * | 2016-11-21 | 2017-04-26 | 中国水利水电第九工程局有限公司 | Construction method of prestressed anchor rods of underground powerhouse arch crown |
| CN107060849A (en) * | 2017-03-23 | 2017-08-18 | 中铁五局集团成都工程有限责任公司 | Exposed anchor pole head reserves the construction method of groove |
| CN109723478A (en) * | 2018-12-13 | 2019-05-07 | 郑州大学 | A kind of prestressed anchor support anchoring device and method |
| CN110954006B (en) * | 2019-11-21 | 2020-12-01 | 武汉理工大学 | Slurry crack monitoring method based on strain loss |
| CN111676966A (en) * | 2020-06-12 | 2020-09-18 | 中国建筑第五工程局有限公司 | Construction method of full-bonding support anchor rod |
| CN111962509B (en) * | 2020-08-12 | 2021-07-13 | 中国水利水电建设工程咨询北京有限公司 | Prestress monitoring anchor rod structure and tensioning method |
| CN111851525A (en) * | 2020-08-31 | 2020-10-30 | 中建八局第二建设有限公司 | Construction method of deep foundation pit support anchor rod under complex geological condition |
| CN111980734A (en) * | 2020-08-31 | 2020-11-24 | 南京城市地下空间工程研究院有限公司 | Tunnel deformation rapid construction and reinforcement method based on constant-resistance large-deformation anchor rod |
| CN114108643A (en) * | 2020-08-31 | 2022-03-01 | 南京城市地下空间工程研究院有限公司 | Foundation pit deformation reinforcing device and method based on shear-resistant anchor pipe cable supporting structure |
| CN112709225A (en) * | 2020-12-28 | 2021-04-27 | 云南建投第二水利水电建设有限公司 | Quick construction method for shell-expanding type prestressed anchor rod |
-
2009
- 2009-08-05 CN CN2009101641810A patent/CN101634149B/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| CN101634149A (en) | 2010-01-27 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101634149B (en) | Prestressed anchor foundation pit support and construction method | |
| CN104594348B (en) | Enlarged footing bellows anchor pole and construction method thereof | |
| CN102031784B (en) | Slope protection pile pouring and cable bolting construction method for deep foundation pit | |
| CN104846810B (en) | Self-circulating posterior grouting bored pile construction method | |
| CN106958256B (en) | A kind of placement layer by layer, the open caisson construction technique repeatedly sunk | |
| CN101929163B (en) | Support construction process of lotus root-shaped segmental expanded soil anchor rod | |
| CN204000901U (en) | The vertical high slope prestressing anchor support of a kind of massif device | |
| CN105421468B (en) | Basement supporting without concrete to support | |
| CN101285309A (en) | Compound support method for deep foundation pit of tall buildings | |
| CN103669346A (en) | Sleeve valve pipe and application to landslide control | |
| CN104746517A (en) | Anchor rod retaining and protecting system with overall length below pressure-bearing water head | |
| CN108612110A (en) | A kind of Deep Foundation Pit of Metro Stations combined type construction method for supporting | |
| CN101886393B (en) | Construction method of combined foundation ditch support | |
| CN108301428A (en) | The pre- tensioning post-tensioning pile foundation of stake top and construction technology | |
| CN105714819A (en) | Novel prestressed anchor cable outer anchor head multiple protection device and fixing method thereof | |
| CN101324064A (en) | Controllable expansion extrusion soil body apparatus for geotechnical engineering and use thereof | |
| CN109854281A (en) | The method for protecting support of the lower rock compound cross-section stratum jacking construction of upper soil | |
| CN105672203A (en) | Blocking construction method for dyke-dam reinforced concrete culvert pipe | |
| CN201883453U (en) | Combined pipe jacking working well | |
| CN102535493B (en) | Method for constructing inverted type foundation beam | |
| CN204590013U (en) | The bolt support system of a kind of total length below artesian head | |
| CN204326119U (en) | A kind of pile-raft foundation float Structure | |
| CN105442594A (en) | Hole reaming mud-jacking construction technology for prestress hollow square pile with built-in mud-jacking pipe | |
| CN105064411A (en) | Method for building post-pouring expansion reinforcing band of wallboard of underground structure | |
| RU2459084C1 (en) | Method for vertical borehole reconstruction |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20110706 Termination date: 20110805 |