CN101929163B - Support construction process of lotus root-shaped segmental expanded soil anchor rod - Google Patents
Support construction process of lotus root-shaped segmental expanded soil anchor rod Download PDFInfo
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- CN101929163B CN101929163B CN2009101555016A CN200910155501A CN101929163B CN 101929163 B CN101929163 B CN 101929163B CN 2009101555016 A CN2009101555016 A CN 2009101555016A CN 200910155501 A CN200910155501 A CN 200910155501A CN 101929163 B CN101929163 B CN 101929163B
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Abstract
The invention discloses a support construction process of a lotus root-shaped segmental expanded soil anchor rod, which comprises the following steps: drilling a hole in the ground or the wall surface of a deeply-excavated basement or the vertical wall of an unexcavated foundation pit to a certain designed depth, flushing by using a slurry wall protection method to form a columnar hole, placing a prefabricated anchor rod steel bar wrapped by a woven tubular bag in the hole, injecting a cement paste or a chemical grout through a pre-embedded injection pipe, carrying out segmental expansion and extrusion on sludge soil in the hole wall, using a pre-arranged plastic short hose and a paste complement tube as ventilation tubes, and discharging air in the hole to fully expand the wrapped woven tubular bag to be tightly combined with the soil so as to form a lotus root-shaped anchor rod. By using the anchor rod support construction method according to local conditions, the invention can greatly reduce the construction cost of foundation pit support, shorten the construction period, lower the construction difficulty, save energy and materials, and has the characteristics of portable construction machinery and simple operation.
Description
Technical field
The present invention relates to a kind of support construction process of lotus root-shaped segmental expanded soil anchor rod.
Background technology
Along with China's rapid development of economy, the continuous expansion of city size, the soil in city has entered an inch of land is an inch of gold epoch.National policy also proposes to build a conservation-minded society, and advocates the material-saving that saves land, and rationally develops the underground space.City area highrise building, deep foundation ditch are used more and more, the foundation ditch area is also increasing, adopt traditional soldier pile+enclose purlin+steel pipe to support or concrete support system, foundation pit support construction, dismounting complexity, the soil excavation difficulty is big, construction cost is very high, accounts for 10%～20% of whole building building.
Summary of the invention
The object of the present invention is to provide a kind of support construction process of lotus root-shaped segmental expanded soil anchor rod, the present invention adopts the bolt support job practices can reduce the construction cost of pattern foundation pit supporting structure greatly with suiting measures to local conditions, reduction of erection time, reduce difficulty of construction, energy-saving material-saving, and the present invention has light, the simple to operate characteristics of construction machinery.
In order to achieve the above object, technical scheme of the present invention is:
A kind of support construction process of lotus root-shaped segmental expanded soil anchor rod, this construction technology is on ground or the basement metope of deep excavation or the not foundation ditch wall soil layer boring of excavation, reach certain projected depth, pass through mud off, flushing forms cylinder hole, in the hole, put into prior making, the anchor pole reinforcing bar that bandages with the braided tube bag, inject cement paste or chemical grout by prior pre-buried Grouting Pipe, silt soil strata in the merogenesis expansion extruding hole wall, adopt and the short flexible pipe of plastics is set in advance and mends the slurry pipe as ventilating pipe, discharge hole air, make the abundant turgor of braided tube bag of overcoat, combining closely with soil layer forms lotus rhizome shape anchor pole; Comprise following processing step:
(1) at first measures with unwrapping wire and locate;
(2) secondly anchor pole reinforcement fabrication, to the medium-height trestle setting;
(3) then rig in place, adjust angle, correction hole position, hole, clear hole, whole hole;
(4) be to insert the anchor pole reinforcing bar in the hole again;
(5) then by the continuous slip casting of pressure, merogenesis expansion;
(6) maintenance, protection expose main muscle and cleaning;
(7) build grit, last ground tackle, stretch-draw, locking anchor head.
Anchor pole reinforcement fabrication in the described step (2), setting is meant and at first determines cutting length to medium-height trestle, adopt straight screw sleeve to connect between the anchor pole reinforcing bar, be divided into revealed section and anchoring section, revealed section is meant the part that is positioned at outside the hole, and anchoring section is meant the part in the patchhole; Be banded with slip casting Great Wall Software pipe on the anchor pole reinforcing bar and mend the slurry pipe, the anchor pole reinforcing bar upper end of revealed section is wound with mantle fiber, draws screw rod as anchor; Anchor pole reinforcing bar anchoring section master muscle is established one to medium-height trestle every 2200mm, and medium-height trestle and main muscle are welded into little arch; , and fasten in the lump the short flexible pipe of 600mm plastics of medium-height trestle place colligation slip casting at each with slip casting Great Wall Software pipe; At braided tube bag of anchor pole reinforcing bar overcoat, the braided tube bag is provided with according to design anchoring section length requirement then; After the braided tube bag packages, the top of anchor pole reinforcing bar anchoring section is reserved the 300mm place and with the 18# iron wire braided tube bag and anchor pole reinforcing bar master muscle is fastened, the medium-height trestle place is fastened with 18# galvanized wire and main muscle being provided with then, make each form the rhizoma nelumbinis section to the braided tube bag between the medium-height trestle, and end the braided tube bag between medium-height trestle and the bottom is formed expansion segment, slip casting Great Wall Software pipe stretches into expansion segment.
The described mantle fiber length that detours is 180mm; Described to medium-height trestle employing Φ 8 reinforcement fabrications, height 75mm, long 250mm; The diameter of described braided tube bag is Φ 300mm; Described 18# galvanized wire colligation length is 500mm.
Boring employing wet trade method is a setting-out drilling and forming hole method in the described step (3), during boring with press water at the bottom of the drill bit injection hole, the native slag that press water carries under the drilling is discharged from the hole between drilling rod and hole wall, make creep into, slag tap, operation such as clear hole once finishes.Water pressure is controlled at 0.15～0.30MPa, and the continuous rate of penetration of pore-forming should keep 300～400ram/min.
Carry out slow slip casting by slip casting Great Wall Software pipe in the described step (5), adopt the slip casting of hole-bottom slurry-injection method, at first inject the bottom expansion segment, then along with pressure is filled with expansion first segment rhizoma nelumbinis section, inject the second joint rhizoma nelumbinis section by the short flexible pipe backflow of plastics slip casting, according to said method inject each rhizoma nelumbinis section successively, when pressure is pressed onto the last rhizoma nelumbinis section in upper end, adopts and mend the slurry pipe and carry out slip casting simultaneously; Wherein said grouting pressure is not less than 2.0Mpa, and voltage stabilizing slip casting should continue more than 2 minutes, and whole slip casting process control was finished in 1 hour.
Beneficial effect of the present invention is: the present invention adopts the bolt support job practices; for guaranteeing the safety of safe construction and foundation ditch nearby buildings in the foundation ditch, pipeline, road; prevent the wall land movement of foundation ditch hole, avoid causing foundation ditch to cave in, key factor is to control the anti-pulling ability of anchor pole.Especially coastal area silt clay soft clay area geological conditions, the anti-pulling ability of anchor pole is more crucial.The present invention is by the expansion of slip casing by pressure merogenesis, and extruding hole wall silt clay forms lotus-like anchor pole, and it is tightr to make that anchor pole combines with the soil body, can bear bigger pulling force, improves the effect of bolt support, improves the safety of foundation pit construction greatly.Lotus root-shaped segmental expanded soil anchor rod can improve more than 100% than traditional anti-pulling of anchor bar by on-the-spot contrast test.
The present invention adopts the bolt support job practices can reduce the construction cost of pattern foundation pit supporting structure greatly with suiting measures to local conditions, the reduction of erection time, reduce difficulty of construction, and energy-saving material-saving, and construction machinery of the present invention is light, and simple to operate; By high-pressure slip-casting, a slip casing by pressure, the merogenesis expansion, extruding enlarges the hole wall silt clay, forms lotus rhizome shape anchor pole.Improve tension (pulling out) ability of anchor pole.Moreover lotus rhizome shape anchor pole of the present invention can combine with the soil body closely; extruding enlarges hole wall, forms the neck bottle and enlarges section, can bear bigger prestressing force; thereby guarantee the stable of excavation slope effectively, guarantee the safety of interior safe construction of foundation ditch and foundation ditch nearby buildings, pipeline, road.Construction technology of the present invention is applicable to soil bolt engineerings such as coastal area silt clay weak soil layer pattern foundation pit supporting structure, slope reinforcement, landslide regulation, pond anti-floating, retaining wall anchoring.
Description of drawings
Fig. 1 is a construction flow chart of the present invention;
Fig. 2 is construction technique principle figure of the present invention;
Fig. 3 is anchor pole reinforcement fabrication figure of the present invention;
Fig. 4 is the A portion enlarged drawing of Fig. 3 of the present invention.
The specific embodiment
Embodiment 1
A kind of support construction process of lotus root-shaped segmental expanded soil anchor rod of present embodiment, as Fig. 1, shown in Figure 2, this construction technology is on ground or the basement metope (retaining wall of deep excavation, stake or diaphragm wall) or the not foundation ditch wall soil layer boring of excavation, reach certain projected depth, pass through mud off, flushing forms cylinder hole, in the hole, put into prior making, the anchor pole reinforcing bar that bandages with the braided tube bag, inject cement paste or chemical grout by prior pre-buried Grouting Pipe, silt soil strata in the merogenesis expansion extruding hole wall, adopt and the short flexible pipe of plastics is set in advance and mends the slurry flexible pipe as ventilating pipe, discharge hole air, make the abundant turgor of braided tube bag of overcoat, combining closely with soil layer forms lotus rhizome shape anchor pole; The support construction process of lotus root-shaped segmental expanded soil anchor rod schematic diagram that present embodiment will carry out as shown in Figure 3, anchor pole reinforcing bar 1 among the figure, cylinder hole 12, soldier pile 8, natural level land 9 intends watering grit 10, gutter 11, substrate absolute altitude H.Comprise following processing step:
(1) at first measure with unwrapping wire and locate: earth construction plane unwrapping wire, the earthwork of excavation underground support structure grit, wall anchor hole unwrapping wire location, hole also is provided with stake, carries out the hole bit number.(2) secondly anchor pole reinforcement fabrication, to the medium-height trestle setting: shown in Figure 4 as Fig. 3, at first determine cutting length, adopt straight screw sleeve to connect between the anchor pole reinforcing bar 1, be divided into revealed section and anchoring section, revealed section is meant the part that is positioned at outside the hole, and anchoring section is meant the part in the patchhole; Be banded with slip casting Great Wall Software pipe 5 and short Grouting Pipe 7 on the anchor pole reinforcing bar 1, anchor pole reinforcing bar 1 upper end of revealed section is wound with mantle fiber 2, and mantle fiber 2 length that detours is 180mm; Draw screw rod as anchor; Anchor pole reinforcing bar 1 anchoring section master muscle is established one to medium-height trestle 3 every 2200mm, and medium-height trestle 3 is adopted Φ 8 reinforcement fabrications, height 75mm, long 250mm; Medium-height trestle 3 and main muscle are welded into little arch; , and fasten in the lump the short flexible pipe 4 of 600mm plastics of medium-height trestle 3 places colligation slip casting at each with slip casting Great Wall Software pipe 5; At braided tube bag 6 of anchor pole reinforcing bar 1 overcoat, the diameter of braided tube bag 6 is Φ 300mm then; The braided tube bag is provided with according to design anchoring section length requirement; Must take safeguard measure during cover braided tube bag, can use the useless empty bottle of anchor pole top mineral water of cover, damage, puncture the braided tube bag when avoiding cover to wrap up in.After braided tube bag 6 packaged, the top of anchor pole reinforcing bar 1 anchoring section was reserved the 300mm place and with 18# iron wire 13 braided tube bag 6 and anchor pole reinforcing bar 1 main muscle is fastened (being advisable for two), and the bottom is expanded quick-fried when avoiding slip casting.Medium-height trestle 3 places are fastened with 18# galvanized wire 14 and main muscle being provided with then, 18# galvanized wire colligation length is 500mm.Colligation length is preferably 500mm (two being advisable).Anchor pole reinforcing bar 1 topmost rhizoma nelumbinis section is established a short Grouting Pipe for preventing the grouting pressure deficiency, stretches into about the rhizoma nelumbinis 200mm of upper end, uses as the after-teeming slurry.
(3) then rig in place, adjust angle, correction hole position, hole, clear hole, whole hole: by the angle of slope D of designing requirement, the present embodiment angle of slope is the 10-15 degree, set up the rig support body, it is that 1.2 times of run of steel are advisable that support body can be set up length with scaffolding steel pipe, widely is advisable for the every limit indentation of rig decreased food 200mm.Carry out test running, check mechanical Plant in good condition.Check spacing, highly, correction hole position.
It is setting-out drilling and forming hole method that the wet trade method is adopted in boring, during boring with press water at the bottom of the drill bit injection hole, the native slag that press water carries drilling is under discharged from the hole between drilling rod and hole wall, make creep into, slag tap, operation such as hole is once finished clearly.Water pressure is controlled at 0.15～0.30MPa, and the continuous rate of penetration of pore-forming should keep 300～400ram/min.After being drilled into prescribed depth, should be thoroughly clear hole, to water outlet clear thorough till.In soft silt soil strata, hole, also can adopt the clear hole of cement paste, make it form cylinder hole 12.
(4) be to insert the anchor pole reinforcing bar in the hole again: clear hole finishes, and should insert the anchor pole reinforcing bar immediately in cylinder hole 12.When laying anchor rod body, should prevent body of rod distortion, bend, Grouting Pipe should together be put into the hole with anchor pole, and angle put into by the body of rod and dip angle of hole is consistent, and makes the body of rod be in drill center all the time after good and sound.Will prevent to stir Tu Bi when laying, if find hole wall collapse, open-work, clear hole again are till sending into anchor pole smoothly.
(5) then by the continuous slip casting of pressure, merogenesis expansion; Carry out slow slip casting by slip casting Great Wall Software pipe 5, adopt the slip casting of hole-bottom slurry-injection method, as shown in Figure 2, at first inject bottom expansion segment 61, along with pressure is filled with expansion first segment rhizoma nelumbinis section, inject the second joint rhizoma nelumbinis section then, according to said method inject each rhizoma nelumbinis section successively by short flexible pipe 4 backflows of plastics slip casting, when pressure is pressed onto the last rhizoma nelumbinis section in upper end, adopts and mend slurry pipe 7 and carry out slip casting simultaneously; Wherein said grouting pressure is not less than 2.0Mpa, and slip casting must slowly be carried out, and voltage stabilizing slip casting should continue more than 2 minutes; Take the quantitative filling method, strict control grouting amount, whole slip casting process must be controlled in 1 hour and finish continuously.
(6) maintenance, protection expose main muscle and cleaning: when maintenance treated that intensity reaches designing requirement, cleaning exposed the anchor pole section, proofreaied and correct the anchor pole position, and was inserted in plastic pipe (UPVC Φ 40) in the collar tie beam section.Have 7 days curing time at least after the general slip casting, treat anchoring body intensity greater than 15MPa, the crossbeam concrete strength can carry out stretch-draw during greater than 20MPa.
(7) build grit, last ground tackle, stretch-draw, locking anchor head: after the anchor pole position correction, mounting rail muscle, beam forms are built grit 10, soldier pile 8, gutter 11, and maintenance grit.Go up ground tackle then, billet is installed earlier, be inserted in nut, the hydraulic tensioning tool is installed, and anchor pole tensile load classification observation should be observed the regulation of following table, when being stretched to 1.1-1.2 design axial tension value Nt, soil property keeps 10min during for sand, keep 15min during for cohesive soil, off-load locks operation to design locking load Nt then.Carry out the stretch-draw record, the stretch-draw record is shown in Table 1.
Table 1 is the stretch-draw record sheet of the embodiment of the invention
Claims (5)
1. support construction process of lotus root-shaped segmental expanded soil anchor rod, it is characterized in that this construction technology is on ground or the basement metope of deep excavation or the not foundation ditch wall soil layer boring of excavation, reach certain projected depth, pass through mud off, flushing forms cylinder hole, in the hole, put into prior making, the anchor pole reinforcing bar that bandages with the braided tube bag, inject cement paste or chemical grout by prior pre-buried Grouting Pipe, silt soil strata in the merogenesis expansion extruding hole wall, adopt and the short flexible pipe of plastics is set in advance and mends the slurry pipe as ventilating pipe, discharge hole air, make the abundant turgor of braided tube bag of overcoat, combining closely with soil layer forms lotus rhizome shape anchor pole; Comprise following processing step:
(1) at first measures with unwrapping wire and locate;
(2) secondly anchor pole reinforcement fabrication, to the medium-height trestle setting;
(3) then rig in place, adjust angle, correction hole position, hole, clear hole, whole hole;
(4) be to insert the anchor pole reinforcing bar in the hole again;
(5) then by the continuous slip casting of pressure, merogenesis expansion;
(6) maintenance, protection expose main muscle and cleaning;
(7) build grit, last ground tackle, stretch-draw, locking anchor head.
2. support construction process of lotus root-shaped segmental expanded soil anchor rod as claimed in claim 1, it is characterized in that: anchor pole reinforcement fabrication in the described step (2), setting is meant and at first determines cutting length to medium-height trestle, adopt straight screw sleeve to connect between the anchor pole reinforcing bar (1), be divided into revealed section and anchoring section, revealed section is meant the part that is positioned at outside the hole, and anchoring section is meant the part in the patchhole; Be banded with slip casting Great Wall Software pipe (5) on the anchor pole reinforcing bar (1) and mend slurry pipe (7), anchor pole reinforcing bar (1) upper end of revealed section is wound with mantle fiber (2), draws screw rod as anchor; Anchor pole reinforcing bar (1) anchoring section master muscle is established one to medium-height trestle (3) every 2200mm, and medium-height trestle (3) and main muscle are welded into little arch; At each medium-height trestle (3) is located the short flexible pipe (4) of 600mm plastics of colligation slip casting, and fasten in the lump with slip casting Great Wall Software pipe (5); At anchor pole reinforcing bar (a 1) braided tube bag of overcoat (6), the braided tube bag is provided with according to design anchoring section length requirement then; After braided tube bag (6) packages, the top of anchor pole reinforcing bar (1) anchoring section is reserved the 300mm place and with 18# iron wire (13) braided tube bag (6) and the main muscle of anchor pole reinforcing bar (1) is fastened, medium-height trestle (3) is located to fasten with 18# galvanized wire (14) and main muscle being provided with then, make each form rhizoma nelumbinis section (61) to the braided tube bag (6) between the medium-height trestle (3), and end the braided tube bag (6) between medium-height trestle (3) and the bottom is formed expansion segment (62), slip casting Great Wall Software pipe (5) stretches into expansion segment (62).
3. support construction process of lotus root-shaped segmental expanded soil anchor rod as claimed in claim 2 is characterized in that: described mantle fiber (2) length that detours is 180mm; Described to medium-height trestle (3) employing Φ 8 reinforcement fabrications, height 75mm, long 250mm; The diameter of described braided tube bag (6) is Φ 300mm; Described 18# galvanized wire colligation length is 500mm.
4. support construction process of lotus root-shaped segmental expanded soil anchor rod as claimed in claim 1, it is characterized in that: boring employing wet trade method is a setting-out drilling and forming hole method in the described step (3), during boring with press water at the bottom of the drill bit injection hole, the native slag that press water carries under the drilling is discharged from the hole between drilling rod and hole wall, make creep into, slag tap, operation such as clear hole once finishes; Water pressure is controlled at 0.15～0.30MPa, and the continuous rate of penetration of pore-forming should keep 300～400r/min.
5. support construction process of lotus root-shaped segmental expanded soil anchor rod as claimed in claim 1, it is characterized in that: carry out slow slip casting by slip casting Great Wall Software pipe (5) in the described step (5), adopt the slip casting of hole-bottom slurry-injection method, at first inject bottom expansion segment (61), then along with pressure is filled with expansion first segment rhizoma nelumbinis section, inject the second joint rhizoma nelumbinis section by the short flexible pipe of plastics slip casting (4) backflow, according to said method inject each rhizoma nelumbinis section successively, when pressure is pressed onto the last rhizoma nelumbinis section in upper end, adopts and mend slurry pipe (7) and carry out slip casting simultaneously; Wherein said grouting pressure is not less than 2.0Mpa, and voltage stabilizing slip casting should continue more than 2 minutes, and whole slip casting process control was finished in 1 hour.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009101555016A CN101929163B (en) | 2009-12-17 | 2009-12-17 | Support construction process of lotus root-shaped segmental expanded soil anchor rod |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009101555016A CN101929163B (en) | 2009-12-17 | 2009-12-17 | Support construction process of lotus root-shaped segmental expanded soil anchor rod |
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| Publication Number | Publication Date |
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| CN101929163A CN101929163A (en) | 2010-12-29 |
| CN101929163B true CN101929163B (en) | 2011-10-05 |
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| CN2009101555016A Expired - Fee Related CN101929163B (en) | 2009-12-17 | 2009-12-17 | Support construction process of lotus root-shaped segmental expanded soil anchor rod |
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Families Citing this family (11)
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| CN103410158B (en) * | 2013-08-28 | 2018-01-05 | 上海岩土工程勘察设计研究院有限公司 | A kind of recyclable vertical type door frame is from steady building enclosure and its application process |
| CN103615272A (en) * | 2013-11-07 | 2014-03-05 | 山东交通学院 | Hollow anchor rod with rebar framework and construction method of hollow anchor rod |
| CN105155551B (en) * | 2015-08-12 | 2017-01-18 | 南昌航空大学 | Pressure compensation type foundation pit supporting structure and construction method |
| CN105297713B (en) * | 2015-10-15 | 2017-06-13 | 广东华隧建设股份有限公司 | Indiffusion pile base construction method |
| CN105756058A (en) * | 2016-04-29 | 2016-07-13 | 杜华 | Flexible lotus rhizome node-shaped anchor rod |
| CN106351231A (en) * | 2016-08-27 | 2017-01-25 | 中国二十二冶集团有限公司 | Construction method for increasing uplift bearing capacity of soil nailing walls |
| CN107023005B (en) * | 2017-02-28 | 2022-09-16 | 中交天津港湾工程研究院有限公司 | String type expanded anchor rod with water-absorbing expansion ring and construction method thereof |
| CN107882042A (en) * | 2017-12-27 | 2018-04-06 | 上海智平基础工程有限公司 | Supporting construction and its construction method are supportted before a kind of bellows |
| CN111764422B (en) * | 2020-07-06 | 2021-09-24 | 山西省交通规划勘察设计院有限公司 | High-stability pile cap foundation and construction method thereof |
| CN112281822A (en) * | 2020-09-03 | 2021-01-29 | 宁波汇洲生态建设有限公司 | Municipal soft foundation road reinforcing method |
| CN113073643A (en) * | 2021-03-26 | 2021-07-06 | 吕英明 | Construction process of soft soil layer reaming anchor rod |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201013018Y (en) * | 2007-01-19 | 2008-01-30 | 厉瑞祥 | Injection anchor bar of plasm capsule bag |
| CN101148877A (en) * | 2007-10-16 | 2008-03-26 | 中国京冶工程技术有限公司 | Multistage bag-type compression anchor bar |
| KR100859872B1 (en) * | 2008-02-27 | 2008-09-24 | 강익희 | An anchor equipped winding fixation-packer and constructing method thereof |
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2009
- 2009-12-17 CN CN2009101555016A patent/CN101929163B/en not_active Expired - Fee Related
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201013018Y (en) * | 2007-01-19 | 2008-01-30 | 厉瑞祥 | Injection anchor bar of plasm capsule bag |
| CN101148877A (en) * | 2007-10-16 | 2008-03-26 | 中国京冶工程技术有限公司 | Multistage bag-type compression anchor bar |
| KR100859872B1 (en) * | 2008-02-27 | 2008-09-24 | 강익희 | An anchor equipped winding fixation-packer and constructing method thereof |
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