CN112049122A - One-step forming construction method for deep foundation pit soft soil slope high-pressure rotary spraying prestressed anchor cable - Google Patents
One-step forming construction method for deep foundation pit soft soil slope high-pressure rotary spraying prestressed anchor cable Download PDFInfo
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- CN112049122A CN112049122A CN202010893858.0A CN202010893858A CN112049122A CN 112049122 A CN112049122 A CN 112049122A CN 202010893858 A CN202010893858 A CN 202010893858A CN 112049122 A CN112049122 A CN 112049122A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0046—Production methods using prestressing techniques
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
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- Piles And Underground Anchors (AREA)
Abstract
The invention provides a one-step forming construction method for a high-pressure rotary spraying prestressed anchor cable on a soft soil slope of a deep foundation pit, which comprises the following steps of: manufacturing a prestressed anchor cable; positioning an anchor cable hole; thirdly, the drilling machine is in place and a pre-stressed anchor cable is arranged on the drill bit; fourthly, drilling holes in a free section; fifthly, drilling and grouting at the anchoring section; constructing an enlarged head at the end of the anchoring section; seventhly, withdrawing the drill bit and the drill rod and spraying slurry again; and eighthly, tensioning, locking and sealing the anchor. The method of the invention can effectively improve the physical performance of the soft soil body by drilling holes, installing anchor cables and performing rotary jet grouting for one-step molding in the construction process, overcomes the defects of easy hole collapse, water leakage, insufficient anchoring force and the like of the conventional anchor cable in the drilling of a soft soil foundation, ensures the safety of a supporting structure, is convenient to construct and has high working efficiency.
Description
Technical Field
The invention relates to a construction method of a deep foundation pit, in particular to a one-step forming construction method of a high-pressure rotary spraying prestressed anchor cable for a soft soil slope of the deep foundation pit.
Background
Deep foundation pit engineering needs to support the side slope when being under construction, and along with deep foundation pit engineering is more and more, a plurality of different support forms appear in foundation pit side slope support design, wherein anchor bolt support has the advantages of not occupying construction operation surface, mature technology, good economical efficiency and the like, and is widely applied to deep foundation pit construction. The conventional anchor rod supporting technology mainly takes steel bars or steel strands as rod body materials, cement slurry or mortar is poured after hole forming to form a stone body and prestress is applied, and the pulling-resistant bearing capacity is provided by means of the friction force between the stone body and a soil body. However, the anchor rod technology is greatly influenced by the condition of the soil quality of the side slope, and particularly when the soil quality of the side slope is soft soil such as silt or silt silty clay, the phenomena of hole collapse, hole shrinkage and the like often occur in the drilling process, so that the anchoring grouting quality cannot reach the design effect, and potential safety hazards are brought to the supporting structure.
Disclosure of Invention
The purpose of the invention is: aiming at the problems in the prior art, the method for one-step forming construction of the deep foundation pit soft soil side slope high-pressure jet grouting prestressed anchor cable is provided, the method can effectively improve the physical properties of a soft soil body by one-step forming of hole forming drilling, anchor cable installation and jet grouting in construction, overcomes the defects that the conventional anchor cable is easy to collapse, leak water, has insufficient anchoring force and the like when drilling in a soft soil foundation, and ensures the safety of a supporting structure.
The technical scheme of the invention is as follows: the invention discloses a one-step forming construction method of a deep foundation pit soft soil side slope high-pressure rotary spraying prestressed anchor cable, which comprises the following steps of:
manufacturing a prestressed anchor cable: the prestressed anchor cable for the extrafield prefabrication construction comprises an anchor plate, more than 2 steel strand wires with one ends penetrating through the anchor plate and an extrusion anchor matched with the steel strand wires and used for fixing one ends of the steel strand wires on the anchor plate;
positioning an anchor cable hole: according to the elevation and the horizontal spacing required by the design of a construction drawing, hole positions of anchor cable holes are determined and marked on the wall of the dug and trimmed deep foundation pit by using a level gauge and a steel ruler;
thirdly, the drilling machine is in place and a pre-stressed anchor cable is arranged on the drill bit: placing a drilling machine at a set position, wherein the drilling machine is provided with a drill bit and a drill rod, a cement slurry channel is axially arranged between the drill bit and the drill rod, the end head and the front side wing of the drill bit are respectively provided with a plurality of nozzles communicated with the cement slurry channel, and the middle front part of the drill bit is fixedly provided with a plug; after the drilling machine is in place, the pre-stressed anchor cable is sleeved on the drill bit, and the rear end of the anchor disc is abutted against the front end of the plug;
fourthly, drilling at a free section: drilling the front end of a drill bit of the drilling machine to align the hole position of the marked anchor cable hole until the set depth of the free section, wherein the drill bit enters the hole along with the pre-stressed anchor cable in the drilling process;
drilling and grouting in the anchoring section: after the free section drilling reaches the designed depth, the drill bit rotationally drills, and simultaneously, high-pressure cement slurry injected by a high-pressure pump passes through a drill rod and a cement slurry channel of the drill bit and then is rotationally sprayed outwards from each nozzle of the drill bit, and the cement slurry jet flow sprayed out at high pressure cuts the surrounding soil body and is stirred and mixed to form an anchoring section with the diameter larger than that of the free section;
sixthly, constructing an enlarged head at the end of the anchoring section: after the anchoring section reaches the designed length, the pressure of the grouting pump is increased, the drilling speed is reduced, and the expanded head anchor body is formed by adopting a process of injecting for four times in a two-in two-out mode;
and seventhly, withdrawing the drill bit and the drill rod and spraying slurry again: after the construction of the expanded head is finished, the drill rod and the drill bit rotate and withdraw while repeatedly spraying the slurry, and a section of the anchor disc, the extrusion anchor and the steel strand of the prestressed anchor cable is left in the cement-soil mixture;
eighthly, tensioning, locking and sealing the anchor: after a rotary spraying stirring pile body formed by the prestressed anchor cable and the cement-soil mixture is maintained for 7 days, tensioning and locking the extending end of a steel strand of the prestressed anchor cable, mechanically cutting residual anchor bars after locking, and leaving exposed anchor bars with the length of 5-10 cm for preventing dragging and slipping; and finally, filling all gaps with cement paste and performing anchor sealing treatment according to design requirements.
The further scheme is as follows: in the first step, an anchor disc of the prestressed anchor cable is an annular iron member, the anchor disc is provided with at least more than 2 steel strand through holes with the same number as the steel strand and mounting holes arranged in the middle, the extrusion anchor is composed of steel sleeves, the front end of each steel strand penetrates through the steel strand mounting holes of the anchor disc respectively and then is sleeved into the extrusion anchor, and the sleeves are deformed by cold extrusion of a hydraulic machine to enable the extrusion anchor to be tightly and fixedly connected with the front ends of the steel strands; the free section of the steel strand penetrates into a plastic pipe or a leather water pipe according to the designed length to be wrapped, and the two ends of the pipe orifice are fixedly sealed and tied by waterproof adhesive tapes.
The further scheme is as follows: in the third step, the base is flatly cushioned when the drilling machine is in place so as to ensure that the drilling machine does not swing and shift after being stressed, the deviation of the inclination angle of the drill rod is not more than 3 degrees, and the height difference is not more than 5 cm.
The further scheme is as follows: in the fourth step, construction is carried out in a mode of drilling one hole at intervals when the free section is drilled.
The further scheme is as follows: in the fifth step, when grouting the anchoring section, the cement paste jet pressure is not less than 20Mpa, and the drilling or lifting speed is 0.25 m/min.
The further scheme is as follows: in the step sixthly, when the enlarged head is constructed, the pressure of a grouting pump is 25MPa, the drilling speed is 0.15 m/min, and the grouting amount of the enlarged head is more than twice of that of the anchoring section.
The invention has the positive effects that: (1) according to the one-step forming construction method for the deep foundation pit soft soil side slope high-pressure rotary spraying pre-stressed anchor cable, the hole forming drilling, the anchor cable installation, the rotary spraying grouting and the like are performed in one step in the construction process, so that the physical properties of a soft soil body can be effectively improved, the defects that the anchor cable is easy to collapse, leak, insufficient in anchoring force and the like when drilling holes in a soft soil foundation are overcome, the safety of a supporting structure is ensured, and the one-step forming construction method can be effectively suitable for the soft soil foundation side slopes such as mucky soil, silt soil, cohesive soil, sandy soil, collapsible loess and the. (2) According to the one-step forming construction method for the high-pressure rotary spraying prestressed anchor cable on the soft soil slope of the deep foundation pit, the anchor cable is synchronously brought into the hole in the drilling hole forming construction through the design of the drill bit of the drilling machine, the prestressed anchor cable and the arrangement mode of the prestressed anchor cable on the drill bit, the high-pressure rotary spraying grouting stirring is carried out to form the anchoring body, the anchor cable is embedded and fixed in the anchoring body and cannot be taken out when the drill rod is withdrawn, the construction is convenient, and the working efficiency is high. (3) According to the one-step forming construction method of the deep foundation pit soft soil slope high-pressure rotary spraying pre-stressed anchor cable, high-pressure cement slurry jet flow is sprayed in a rotating mode through the drill bit during construction, a peripheral soil body is cut, cement slurry and the soil body are fully stirred to form a mixed anchoring body and permeate into the peripheral soil layer, the contact area of the anchoring body and the soil body is increased, the friction resistance of the anchor cable and the peripheral soil layer is improved, and meanwhile, the anti-pulling bearing capacity of the pre-stressed anchor cable is greatly improved by constructing the expanding head through the front end portion of the anchoring section. (4) The construction method for the one-step forming of the high-pressure jet grouting prestressed anchor cable on the soft soil side slope of the deep foundation pit can effectively overcome the defects that the anchor cable needs to be drilled with a sleeve in the soft soil layer, a secondary grouting anchor rod hole is easy to collapse and reduce in diameter and the like in the prior art by one-step drilling forming through high-pressure jet grouting stirring, and the construction quality of the anchor cable is guaranteed.
Drawings
FIG. 1 is a schematic flow diagram of the process of the present invention;
fig. 2 is a schematic structural diagram of a drill bit and a drill rod of a drilling machine adopted by the invention and a prestressed anchor cable arranged on the drill bit.
The reference numbers in the above figures are as follows:
the anchor rod comprises an anchor cable 1, an anchor disc 1-1, a steel strand 1-2, an extrusion anchor 1-3, a drill bit 2, a nozzle 2-1, a plug 2-2 and a drill rod 3.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments.
(example 1)
The one-step forming construction method of the deep foundation pit soft soil side slope high-pressure rotary spraying pre-stressed anchor cable comprises the following basic process principles: in the process of drilling the soil body by a drilling machine, the prestressed anchor cable is sleeved on a drill bit and synchronously enters, and the drill bit specially designed in a matching way is used for rotating and spraying high-pressure cement slurry jet flow to cut the peripheral soil layer, so that the soil body and the cement slurry are fully stirred and mixed to form a mixed cement soil anchoring body. Because the pressure of high-pressure rotary spraying is larger, the diffusion and permeability of cement slurry in soft soil is stronger, the effect of slow rotary spraying is more uniform, and pore-forming, anchor cable laying and rotary spraying grouting are formed in one step, cement slurry can permeate into surrounding soil layers, the cohesive force of an anchor body and the surrounding soil bodies is greatly enhanced, and then the anchor cable is prestressed and tensioned to be combined with a support filling pile, so that an effective constraint effect is generated on the deformation of the side slope soil body of a soft soil foundation pit.
Referring to fig. 1, the construction method for one-step forming of the deep foundation pit soft soil side slope high-pressure jet grouting prestressed anchor cable is mainly implemented according to the following steps:
manufacturing a prestressed anchor cable:
and (4) prefabricating a prestressed anchor cable used for construction outside a field. Referring to fig. 2, the prestressed anchor cable 1 mainly comprises an anchor disc 1-1, steel strand wires 1-2 and an extrusion anchor 1-3, wherein the anchor disc 1-1 is a circular iron member, the anchor disc 1-1 is provided with at least 2 steel strand wire through holes with the same number as the number of the steel strand wires 1-2 and a mounting hole arranged in the middle, and in the embodiment, the size of the anchor disc 1-1 is preferably 150mm in diameter × 10mm in thickness. The number of the steel strand wires 1-2 is determined according to the design, the length of the steel strand wires 1-2 is correspondingly determined according to the length of an anchor rope required by the design, the width of a crown beam is combined with the width of a support pile, the tensioning length of 700mm is reserved, the extrusion anchors 1-3 are composed of steel sleeves, the front end of each steel strand wire 1-2 penetrates through the steel strand wires of the anchor disc 1-1 respectively and then is sleeved into the extrusion anchors 1-3, the sleeves are deformed by cold extrusion of a hydraulic machine to enable the extrusion anchors 1-3 to be tightly and fixedly connected with the front ends of the steel strand wires 1-2, and therefore the front ends of the steel strand wires 1-2 cannot fall off from the anchor disc 1-1 due to stress when the steel strand wires are used. The free section (i.e. the section 1-2 of the steel strand which is not solidified with cement paste into a whole when the anchoring body is formed, namely the section 1-2 of the steel strand of the non-anchoring section) of the steel strand penetrates into a plastic pipe or a leather water pipe to be wrapped (not shown in the figure) according to the designed length, the two ends of the pipe opening are fixedly sealed and tied by waterproof adhesive tapes so as to ensure that cement paste cannot enter the plastic pipe when in use, and the section 1-2 of the steel strand is firmly tied by a certain distance of tying wires after penetrating the pipe, so that the condition of strand twisting or pipe falling cannot occur after the anchoring hole is arranged. It should be noted that the steel strand 1-2 is cut off by a cutting machine during blanking, and is not burnt out by arc welding. And (3) transporting the assembled prestressed anchor cable 1 to a construction site and marking.
Positioning an anchor cable hole:
and (4) according to the elevation and the horizontal distance required by the design of the construction drawing, determining hole positions of the anchor cable holes on the dug and trimmed deep foundation pit wall by using a level gauge and a steel ruler, and marking.
Thirdly, the drilling machine is in place and a pre-stressed anchor cable is arranged on the drill bit:
the drilling machine is placed at a set position, the base is flatly cushioned when the drilling machine is in place so as to ensure that the drilling machine does not swing and shift after being stressed, the deviation of the inclination angle of the drill rod is not more than 3 degrees, and the height difference is not more than 5 cm. The drilling machine is provided with a drill bit 2 and a drill rod 3, the rear end of the drill bit 2 is connected with the front end of the drill rod 3, a cement slurry channel is axially arranged between the drill bit 2 and the drill rod 3, the end head and the front side wing of the drill bit 2 are provided with a plurality of nozzles 2-1 for spraying cement slurry in use, each nozzle 2-1 is communicated with the cement slurry channel of the drill bit 2, and the middle front part of the drill bit 2 is fixedly provided with a plug 2-2. After the drilling machine is in place, the prestressed anchor cable 1 is sleeved on the drill bit 2 by utilizing the matching of the mounting hole in the middle of the anchor disc 1-1 of the prestressed anchor cable 1 and the drill bit 2, the rear end of the anchor disc 1-1 is abutted against the front end of the plug 2-2, and when the drilling machine is used, the plug 2-2 prevents the anchor disc 1-1 from retreating. The state of the prestressed anchorage cable 1 after installation is shown in fig. 2.
Fourthly, drilling at a free section:
and (3) aligning the front end of a drill bit 2 of the drilling machine with the hole position of the marked anchor cable hole to drill until the set depth of the free section, wherein the pre-stressed anchor cable 1 enters the hole along with the drill bit 2 in the drilling process of the drill bit 2. Preferably, in order to prevent the negative effect of the anchor group during drilling, the construction is performed in a manner that every other hole is drilled during drilling.
Drilling and grouting in the anchoring section:
when the free section drilling reaches the designed depth, the construction of the anchoring section is started, when the drill bit 2 enters the construction of the anchoring section, high-pressure cement slurry injected by a high-pressure pump passes through the drill rod 3 and the cement slurry channel of the drill bit 2 and then is sprayed outwards in a rotating mode from the end of the drill bit 2 and each nozzle 2-1 of the front side wing, and the cement slurry sprayed out at high pressure is jetted to cut the surrounding soil body and is stirred and mixed to form the anchoring section with the diameter larger than that of the free section. Preferably, the anchoring section is grouted, the jet pressure is not less than 20Mpa, and the drilling or lifting speed is 0.25 m/min.
Sixthly, constructing an enlarged head at the end of the anchoring section:
and after the anchoring section reaches the designed length, the construction of the expanded head is carried out, the pressure of a grouting pump is increased to 25MPa, the drilling speed is reduced to 0.15 m/min, and a process of four-time injection with two inlets and two outlets is adopted to ensure the diameter of the anchor body of the expanded head and ensure that the grouting amount of the expanded head is more than twice of that of the anchoring section.
And seventhly, withdrawing the drill bit and the drill rod and spraying slurry again:
after the enlarged head is constructed, the drill rod 3 and the drill bit 2 rotate to withdraw and repeatedly spray, one section of the anchor disc 1-1, the extrusion anchor 1-3 and the steel strand 1-2 of the prestressed anchor cable 1 is left in the cement-soil mixture, and the aim of spraying when the drill rod 3 and the drill bit 2 withdraw is to prevent the cement-soil of the anchoring section from being solidified too fast, so that the anchoring section is left with a drill rod hole to form a quality defect after the drill rod 3 and the drill bit 2 withdraw.
Eighthly, tensioning, locking and sealing the anchor:
after a rotary spraying stirring pile body formed by the prestressed anchor cable 1 and a cement-soil mixture is maintained for 7 days, stretching and locking the extending end of a steel strand 1-2 of the prestressed anchor cable 1, and mechanically cutting residual anchor bars and leaving exposed anchor bars with the length of 5-10 cm after locking so as to prevent dragging and slipping; and finally, filling all gaps with cement paste, and sealing and anchoring according to design requirements.
The above embodiments are illustrative of specific embodiments of the present invention, and are not restrictive of the present invention, and those skilled in the relevant art can make various changes and modifications without departing from the spirit and scope of the present invention to obtain corresponding equivalent technical solutions, and therefore all equivalent technical solutions should be included in the scope of the present invention.
Claims (6)
1. A one-step forming construction method for a deep foundation pit soft soil side slope high-pressure rotary spraying prestressed anchor cable is characterized by comprising the following steps:
manufacturing a prestressed anchor cable: the prestressed anchor cable for the off-site prefabrication construction comprises an anchor plate, more than 2 steel strand wires with one ends penetrating through the anchor plate and an extrusion anchor matched with the steel strand wires and used for fixing one ends of the steel strand wires on the anchor plate;
positioning an anchor cable hole: according to the elevation and the horizontal spacing required by the design of a construction drawing, hole positions of anchor cable holes are determined and marked on the wall of the dug and trimmed deep foundation pit by using a level gauge and a steel ruler;
thirdly, the drilling machine is in place and a pre-stressed anchor cable is arranged on the drill bit: placing a drilling machine at a set position, wherein the drilling machine is provided with a drill bit and a drill rod, a cement slurry channel is axially arranged between the drill bit and the drill rod, the end head and the front side wing of the drill bit are respectively provided with a plurality of nozzles communicated with the cement slurry channel, and the middle front part of the drill bit is fixedly provided with a plug; after the drilling machine is in place, the pre-stressed anchor cable is sleeved on the drill bit, and the rear end of the anchor disc is abutted against the front end of the plug;
fourthly, drilling at a free section: drilling the front end of a drill bit of the drilling machine to align the hole position of the marked anchor cable hole until the set depth of the free section, wherein the drill bit enters the hole along with the pre-stressed anchor cable in the drilling process;
drilling and grouting in the anchoring section: after the free section drilling reaches the designed depth, the drill bit rotationally drills, and simultaneously, high-pressure cement slurry injected by a high-pressure pump passes through a drill rod and a cement slurry channel of the drill bit and then is rotationally sprayed outwards from each nozzle of the drill bit, and the cement slurry jet flow sprayed out at high pressure cuts the surrounding soil body and is stirred and mixed to form an anchoring section with the diameter larger than that of the free section;
sixthly, constructing an enlarged head at the end of the anchoring section: after the anchoring section reaches the designed length, the pressure of the grouting pump is increased, the drilling speed is reduced, and the expanded head anchor body is formed by adopting a process of injecting for four times in a two-in two-out mode;
and seventhly, withdrawing the drill bit and the drill rod and spraying slurry again: after the construction of the expanded head is finished, the drill rod and the drill bit rotate and withdraw while repeatedly spraying the slurry, and a section of the anchor disc, the extrusion anchor and the steel strand of the prestressed anchor cable is left in the cement-soil mixture;
eighthly, tensioning, locking and sealing the anchor: after a rotary spraying stirring pile body formed by the prestressed anchor cable and the cement-soil mixture is maintained for 7 days, tensioning and locking the extending end of a steel strand of the prestressed anchor cable, mechanically cutting residual anchor bars after locking, and leaving exposed anchor bars with the length of 5-10 cm for preventing dragging and slipping; and finally, filling all gaps with cement paste and performing anchor sealing treatment according to design requirements.
2. The one-step forming construction method of the deep foundation pit soft soil side slope high-pressure jet grouting prestressed anchor cable according to claim 1, characterized by comprising the following steps of: in the first step, an anchor disc of the prestressed anchor cable is an annular iron member, the anchor disc is provided with at least more than 2 steel strand through holes with the same number as the steel strands and mounting holes arranged in the middle, the extrusion anchor is composed of steel sleeves, the front end of each steel strand penetrates through the steel strand mounting holes of the anchor disc and then is sleeved into the extrusion anchor, and the sleeves are deformed by cold extrusion of a hydraulic machine to enable the extrusion anchor to be tightly and fixedly connected with the front ends of the steel strands; the free section of the steel strand penetrates into a plastic pipe or a leather water pipe according to the designed length to be wrapped, and the two ends of the pipe orifice are fixedly sealed and tied by waterproof adhesive tapes.
3. The one-step forming construction method of the deep foundation pit soft soil side slope high-pressure jet grouting prestressed anchor cable according to claim 1, characterized by comprising the following steps of: in the third step, when the drilling machine is in place, the base is flatly cushioned to ensure that the drilling machine does not swing and shift after being stressed, the deviation of the inclination angle of the drill rod is not more than 3 degrees, and the height difference is not more than 5 cm.
4. The one-step forming construction method of the deep foundation pit soft soil side slope high-pressure jet grouting prestressed anchor cable according to claim 1, characterized by comprising the following steps of: and fourthly, in the fourth step, construction is carried out in a mode of drilling holes at intervals when the free section is drilled.
5. The one-step forming construction method of the deep foundation pit soft soil side slope high-pressure jet grouting prestressed anchor cable according to claim 1, characterized by comprising the following steps of: in the fifth step, when grouting is carried out on the anchoring section, the injection pressure of the cement paste is not less than 20Mpa, and the drilling or lifting speed is 0.25 m/min.
6. The one-step forming construction method of the deep foundation pit soft soil side slope high-pressure jet grouting prestressed anchor cable according to claim 1, characterized by comprising the following steps of: in the step sixthly, when the enlarged head is constructed, the grouting pump pressure is 25MPa, the drilling speed is 0.15 m/min, and the grouting amount of the enlarged head is more than twice of that of the anchoring section.
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113059101A (en) * | 2021-04-07 | 2021-07-02 | 杨飞 | Production process of cold extrusion (cold heading) prestress extrusion anchor |
| CN113173766A (en) * | 2021-03-23 | 2021-07-27 | 远强地基工程(天津)股份有限公司 | Soil body curing agent and jet grouting anchor pile construction process applying same |
| CN113565535A (en) * | 2021-07-10 | 2021-10-29 | 海通建设集团有限公司 | High-pressure rotary spraying anchor cable structure |
| CN113699987A (en) * | 2021-09-17 | 2021-11-26 | 中建八局天津建设工程有限公司 | Combined construction method for construction process of jet grouting anchor cable |
| CN115094913A (en) * | 2022-08-01 | 2022-09-23 | 中建七局交通建设有限公司 | Prestressed anchor cable and method for preventing confined water leakage in construction |
| CN116498359A (en) * | 2023-06-28 | 2023-07-28 | 吉林铁道职业技术学院 | Civil engineering stock construction equipment |
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| CN113059101A (en) * | 2021-04-07 | 2021-07-02 | 杨飞 | Production process of cold extrusion (cold heading) prestress extrusion anchor |
| CN113565535A (en) * | 2021-07-10 | 2021-10-29 | 海通建设集团有限公司 | High-pressure rotary spraying anchor cable structure |
| CN113565535B (en) * | 2021-07-10 | 2023-08-22 | 海通建设集团有限公司 | High-pressure jet grouting anchor cable structure |
| CN113699987A (en) * | 2021-09-17 | 2021-11-26 | 中建八局天津建设工程有限公司 | Combined construction method for construction process of jet grouting anchor cable |
| CN115094913A (en) * | 2022-08-01 | 2022-09-23 | 中建七局交通建设有限公司 | Prestressed anchor cable and method for preventing confined water leakage in construction |
| CN116498359A (en) * | 2023-06-28 | 2023-07-28 | 吉林铁道职业技术学院 | Civil engineering stock construction equipment |
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