CN105804076A - Pre-stressed anchor cable and foundation pit supporting pre-stressed anchor cable construction method - Google Patents
Pre-stressed anchor cable and foundation pit supporting pre-stressed anchor cable construction method Download PDFInfo
- Publication number
- CN105804076A CN105804076A CN201610186909.XA CN201610186909A CN105804076A CN 105804076 A CN105804076 A CN 105804076A CN 201610186909 A CN201610186909 A CN 201610186909A CN 105804076 A CN105804076 A CN 105804076A
- Authority
- CN
- China
- Prior art keywords
- hole
- grouting
- anchor cable
- cable
- prestress anchorage
- 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.)
- Pending
Links
Classifications
-
- 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
-
- 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
Abstract
The invention provides a pre-stressed anchor cable and a foundation pit supporting pre-stressed anchor cable construction method. The pre-stressed anchor cable comprises anchorage sections, free sections and anchorage tail sections, wherein the anchorage sections and the anchorage tail sections are connected through the free sections. The construction method comprises the steps of 1, slope trimming; 2, pore forming; 3, pre-stressed anchor cable manufacturing and installing; 4, grouting, wherein the pre-stressed anchor cable installed in a hole in the step 3 is filled with cement paste through the normal-pressure grouting step and the high-pressure grouting step, and the grouting strength is not lower than 25 Mpa; and 5, tensioning and anchor sealing, wherein the tensioning and anchor sealing operation is carried out on the pre-stressed anchor cable after the cement paste in the pre-stressed anchor cable in the step 4 reaches the set strength. The pre-stressed anchor cable is high in flexibility and good in earthquake resistance and ductility, deep reinforcement can be carried out, deformation of rock and soil can be controlled, the stress state of the rock and soil can be adjusted for supporting the stability of rock bodies, and large displacement and sedimentation hardly occur.
Description
Technical field
The invention belongs to Anchor Cable Technique field, be specifically related to a kind of prestress anchorage cable and pattern foundation pit supporting structure construction prestressed cable method.
Background technology
Cable bolting plays an important role in the slope retaining process of deep excavation project with its anchoring feature such as radius is big, anchor force is strong, reinforcing scope is wide.Cable bolting is to form anchoring body by installation anchor cable in country rock to reinforce country rock, improves bearing capacity of the wall rock.The construction needs of usual anchor cable carry out at a distance and overlength distance supporting sets deeper boring to install anchor cable; but when carrying out anchor cable drilling construction in some incompact fractured surrounding rock, dead-soft rock stratum, heavily stressed breaking surrounding rock and great burying coal road; due to reasons such as country rock are loose, broken, stress is big; easily occur jewel hole shut down after the phenomenon of collapse hole, cause anchor cable to install.For this kind of situation, more common is bolting and grouting support at present, and the operation such as boring, anchoring, slip casting is separately performed.But easily there is bigger displacement and sedimentation at excavation slope and Adjacent Buildings in existing anchor cable.
Summary of the invention
For solving the problem that bigger displacement and sedimentation easily occur that existing prestress anchorage cable exists, the present invention proposes a kind of prestress anchorage cable, this prestress anchorage cable is flexible big, there are good shock resistance and ductility, can deep-layer reinforcing, control ground deformation simultaneously, adjust the favourable rock stability of ground stress, the problem that bigger displacement and sedimentation not easily occur.
The technical scheme is that and be achieved in that:
A kind of prestress anchorage cable, including anchoring section, free segment and anchor afterbody, anchoring section and anchor afterbody are coupled together by described free segment, the first steel strand wires it are embedded with in described free segment, described first steel strand wires scribble antirust paint and with plastic film capicitor by described first steel strand wires parcel, the second steel strand wires it are embedded with in described anchoring section, to medium-height trestle and isolation mount, described medium-height trestle is positioned at the internal both sides of described anchoring section, described isolation mount described to medium-height trestle between, described to medium-height trestle and described isolation mount all for described second steel strand wires are strutted, the sheathed guiding cap in front end of described second steel strand wires, after described guiding cap, 450-550mm place is provided with Grouting Pipe, two pairs of injected holes are offered in the front end of described Grouting Pipe.
Further, described anchor afterbody is used for connecting waist rail, and described anchor afterbody includes stretch-draw section, ground tackle and billet, and described billet fits in described waist rail surface, and described stretch-draw section sequentially passes through described waist rail and described billet, is then connected with described ground tackle.
It is a further object to provide a kind of pattern foundation pit supporting structure construction prestressed cable method, comprise the following steps:
1) slope trimming: slope excavating must excavate by designing requirement hierarchical layered, strictly accomplishes excavation one-level supporting one-level, and the non-supporting of upper level is complete, must not excavate next stage；To determine the earth excavation degree of depth and excavated surface in digging process according to rig feature, the general 500mm to prestress anchorage cable absolute altitude that cuts the earth, the face width reserved is not less than 7m；
2) pore-creating: the coordinate of pore-creating, hole depth, aperture all cannot be less than design load, the inclination angle of boring, azimuth should meet designing requirement；
3) prestress anchorage cable makes and installs: adopt prestress anchorage cable as claimed in claim 1 or 2, prestress anchorage cable is installed immediately after boring acceptance(check), artificial feeding in hole by support body is adopted to complete during installation, Grouting Pipe is held together with anchor cable and puts into hole simultaneously, require operator uniformly to exert oneself during placement and advance by the inclination angle designed and azimuth smooth-going, shake, torsion and vibration is forbidden to prevent midway debunching and jam, after anchor cable advances desired depth, check that whether Grouting Pipe is unimpeded；
4) grouting: to step 3) it is in the milk already installed on the prestress anchorage cable in hole, it is divided into common pressure grouting and two steps of high-pressure slip-casting, injecting cement paste intensity is not less than 25Mpa；
5) when step 4) prestress anchorage cable in cement mortar reach predetermined strength after described prestress anchorage cable carried out stretch-draw and sealing off and covering anchorage.
Further, described grouting step carries out a common pressure grouting particularly as follows: prestress anchorage cable puts into hole half an hour after planted agent, from the bottom of hole upwards until aperture overflow slurry till, carry out after slurry face drops to certain position mend slurry, to ensure that slip casting is full；Carrying out secondary high-pressure slip-casting after a common pressure grouting intensity reaches 5.0Mpa, and secondary grouting serosity aperture of emerging can stop slip casting, grouting pressure controls at 2.5 5.0Mpa, and strictly records cement consumption in construction.
Further, described step 4) after slip casting completes, natural curing was no less than 7 days, before slurry hardens, it is impossible to bear external force or the anchor pole that has external force to cause moves.
Further, described step 2) pore-creating allowable error value is as follows: should measuring position, hole by designing requirement, position, hole error of coordinate must not 100mm；Whole hole hole depth is preferably greater than design hole depth 400mm, and the ultra-deep of effective hole depth cannot be greater than 200mm；The oversize of mechanical type anchoring section cannot be greater than the 3% of aperture, maximum cannot be greater than 5mm；Hole deviation error cannot be greater than 3%, and aperture cannot be less than the 10mm in design aperture.
Beneficial effects of the present invention:
1, anchoring section is positioned at stable Rock And Soil and plays the effect providing anchor force, and free segment is the part connecting anchoring section, not only plays the effect of transmission anchor force, and anchor cable locking provides necessary elongation.Anchor afterbody is that pulling force is applied on waist rail or Guan Liang, makes them form a stable complex, and pulling force is locked, and improves the globality of periphery Rock And Soil and inherent drag, increases its intensity, increase the stability of Rock And Soil around.
2, this prestressing anchor support structure is through Analysis on monitoring data, there is not bigger displacement and sedimentation in excavation slope and Adjacent Buildings, ensure that the safety and stability of foundation ditch, eliminate potential safety hazard maximum in construction, meet specification and designing requirement, shorten the duration, be smoothed out providing guarantee for engineering, and there is significant economic benefit, also create good social benefit for unit.Prove that this construction method is feasible, there is application value.
3, prestress anchorage cable free segment is coated with antirust paint twice and wraps up with plastic film capicitor, when two ends rubber belt sealing prevents, cement grout penetrates in the plastic film capicitor of free segment, ensure that it will not damage in processing and installation process, have a water resisting property and chemical stability, and contact with cement mortar and preservative and to have no adverse reaction, cement mortar or cement paste should be filled between sleeve pipe and hole wall.
Accompanying drawing explanation
In order to be illustrated more clearly that the embodiment of the present invention or technical scheme of the prior art, the accompanying drawing used required in embodiment or description of the prior art will be briefly described below, apparently, accompanying drawing in the following describes is only some embodiments of the present invention, for those of ordinary skill in the art, under the premise not paying creative work, it is also possible to obtain other accompanying drawing according to these accompanying drawings.
Fig. 1 is the structural representation of prestress anchorage cable of the present invention；
Fig. 2 is the sectional view within Fig. 1 displacement foundation ditch.
Accompanying drawing indicates: 1, anchoring section, and 2, free segment, 3, anchor afterbody, the 4, first steel strand wires, the 5, second steel strand wires, 6, to medium-height trestle, 7, isolation mount, 8, guiding cap, 9, Grouting Pipe, 10, waist rail, 11, ground tackle, 12, billet, 13, concrete sealing off and covering anchorage.
Detailed description of the invention
Below in conjunction with the accompanying drawing in the embodiment of the present invention, the technical scheme in the embodiment of the present invention is clearly and completely described, it is clear that described embodiment is only a part of embodiment of the present invention, rather than whole embodiments.Based on the embodiment in the present invention, the every other embodiment that those of ordinary skill in the art obtain under not making creative work premise, broadly fall into the scope of protection of the invention.
Embodiment 1
With reference to Fig. 1, a kind of prestress anchorage cable, including anchoring section 1, free segment 2 and anchor afterbody 3, anchoring section 1 and anchor afterbody 3 are coupled together by free segment 2.Being embedded with the first steel strand wires 4 in free segment 2, the first steel strand wires 4 scribble antirust paint and are wrapped up by the first steel strand wires 4 with plastic film capicitor.The second steel strand wires 5 it are embedded with, to medium-height trestle 6 and isolation mount 7 in anchoring section 1.Medium-height trestle 6 is positioned at the internal both sides of anchoring section 1, and isolation mount 7 is between to medium-height trestle 6.To medium-height trestle 6 with isolation mount 7 all for the second steel strand wires 5 are strutted, the sheathed guiding cap 8 in front end of the second steel strand wires 5.Distance guiding cap 8 500mm place below is provided with Grouting Pipe 9, and two pairs of injected holes are offered in the front end of Grouting Pipe 9.Anchor afterbody 3 is used for connecting waist rail 10.Anchor afterbody 3 includes stretch-draw section (not shown), ground tackle 11 and billet 12, and billet 12 fits in waist rail 10 surface, and stretch-draw section sequentially passes through waist rail 10 and billet 12, is then connected with ground tackle 11.
Embodiment 2
Referring to Fig. 1 and Fig. 2, a kind of pattern foundation pit supporting structure construction prestressed cable method, comprise the following steps:
1) slope trimming: slope excavating must excavate by designing requirement hierarchical layered, strictly accomplishes excavation one-level supporting one-level, and the non-supporting of upper level is complete, must not excavate next stage；To determine the earth excavation degree of depth and excavated surface in digging process according to rig feature, the general 500mm to prestress anchorage cable absolute altitude that cuts the earth, the face width reserved is not less than 7m.
2) pore-creating: the coordinate of pore-creating, hole depth, aperture all cannot be less than design load, the inclination angle of boring, azimuth should meet designing requirement；Pore-creating allowable error value is as follows: should measuring position, hole by designing requirement, position, hole error of coordinate must not 100mm；Whole hole hole depth is preferably greater than design hole depth 400mm, and the ultra-deep of effective hole depth cannot be greater than 200mm；The oversize of mechanical type anchoring section cannot be greater than the 3% of aperture, maximum cannot be greater than 5mm；Hole deviation error cannot be greater than 3%, and aperture cannot be less than the 10mm in design aperture.
3) prestress anchorage cable makes and installs: adopt the prestress anchorage cable of embodiment 1, prestress anchorage cable is installed immediately after boring acceptance(check), artificial feeding in hole by support body is adopted to complete during installation, Grouting Pipe is held together with anchor cable and puts into hole simultaneously, require operator uniformly to exert oneself during placement and advance by the inclination angle designed and azimuth smooth-going, forbid shake, torsion and vibration to prevent midway debunching and jam, after anchor cable advances desired depth, check that whether Grouting Pipe is unimpeded；
4) grouting: to step 3) it is in the milk already installed on the prestress anchorage cable in hole, it is divided into common pressure grouting and two steps of high-pressure slip-casting, injecting cement paste intensity is not less than 25Mpa；Prestress anchorage cable is put into hole half an hour after planted agent and is carried out a common pressure grouting, from the bottom of hole upwards until aperture overflow slurry till, carry out after slurry face drops to certain position mend slurry, to ensure that slip casting is full；Carrying out secondary high-pressure slip-casting after a common pressure grouting intensity reaches 5.0Mpa, and secondary grouting serosity aperture of emerging can stop slip casting, grouting pressure controls at 2.5 5.0Mpa, and strictly records cement consumption in construction.After slip casting completes, natural curing was no less than 7 days, before slurry hardens, it is impossible to bear external force or the anchor pole that has external force to cause moves.
5) when step 4) prestress anchorage cable in cement mortar reach predetermined strength after described prestress anchorage cable is carried out stretch-draw and sealing off and covering anchorage, be generally adopted concrete and seal the afterbody of prestress anchorage cable, be called concrete sealing off and covering anchorage 13.
Embodiment 3
Application Example 1
The clear water skies, Fuyang housing for survivor engineering (second phase) are positioned at side, the Guan Qing south of road, Fuyang City Yingzhou District, west side, East Road, mausoleum, and overall floorage is 139336m2, it is made up of 3 commercial and residential buildings, 3 residential buildings and 1 commercial building.This engineering is to be invested and developed by Fuyang City Yi Min housing for survivor Development Co., Ltd, and Anhui Tongji Construction Group Co., Ltd. constructs.Engineering adopts construction prestressed cable method, there is not bigger displacement and sedimentation in excavation slope and Adjacent Buildings, ensure that the safety and stability of foundation ditch, eliminate potential safety hazard maximum in construction, meet specification and designing requirement, shorten the duration, be smoothed out providing guarantee for engineering, and there is significant economic benefit, also create good social benefit for unit.
Application Example 2
Nanxiang District ten thousand business (Yueyang) commerce and trade logistics city (phase) electronic commerce center engineering is positioned at economic development zone, Yueyang connecting line 2.5 km, 2 layers, underground, and 24 layers on the ground, version is frame structure.Construction engineering units is Nanxiang District ten thousand business (Yueyang) material flow industry company limited, and designing unit is Anhui company limited of Nan Xun Technologies in Construction Planning Design institute, and by the management of Hunan Yi Tai project management company limited, Anhui Tongji Construction Group Co., Ltd. constructs.Engineering adopts construction prestressed cable method, there is not bigger displacement and sedimentation in excavation slope and Adjacent Buildings, ensure that the safety and stability of foundation ditch, eliminate potential safety hazard maximum in construction, meet specification and designing requirement, shorten the duration, be smoothed out providing guarantee for engineering, and there is significant economic benefit, also create good social benefit for unit.
The foregoing is only presently preferred embodiments of the present invention, not in order to limit the present invention, all within the spirit and principles in the present invention, any amendment of making, equivalent replacement, improvement etc., should be included within protection scope of the present invention.
Claims (6)
1. a prestress anchorage cable, it is characterized in that, including anchoring section, free segment and anchor afterbody, anchoring section and anchor afterbody are coupled together by described free segment, the first steel strand wires it are embedded with in described free segment, described first steel strand wires scribble antirust paint and with plastic film capicitor by described first steel strand wires parcel, the second steel strand wires it are embedded with in described anchoring section, to medium-height trestle and isolation mount, described medium-height trestle is positioned at the internal both sides of described anchoring section, described isolation mount described to medium-height trestle between, described to medium-height trestle and described isolation mount all for described second steel strand wires are strutted, the sheathed guiding cap in front end of described second steel strand wires, after described guiding cap, 450-550mm place is provided with Grouting Pipe, two pairs of injected holes are offered in the front end of described Grouting Pipe.
2. prestress anchorage cable according to claim 1, it is characterized in that, described anchor afterbody is used for connecting waist rail, described anchor afterbody includes stretch-draw section, ground tackle and billet, described billet fits in described waist rail surface, described stretch-draw section sequentially passes through described waist rail and described billet, is then connected with described ground tackle.
3. pattern foundation pit supporting structure construction prestressed cable method, it is characterised in that comprise the following steps:
1) slope trimming: slope excavating must excavate by designing requirement hierarchical layered, strictly accomplishes excavation one-level supporting one-level, and the non-supporting of upper level is complete, must not excavate next stage；To determine the earth excavation degree of depth and excavated surface in digging process according to rig feature, the general 500mm to prestress anchorage cable absolute altitude that cuts the earth, the face width reserved is not less than 7m；
2) pore-creating: the coordinate of pore-creating, hole depth, aperture all cannot be less than design load, the inclination angle of boring, azimuth should meet designing requirement；
3) prestress anchorage cable makes and installs: adopt prestress anchorage cable as claimed in claim 1 or 2, prestress anchorage cable is installed immediately after boring acceptance(check), artificial feeding in hole by support body is adopted to complete during installation, Grouting Pipe is held together with anchor cable and puts into hole simultaneously, require operator uniformly to exert oneself during placement and advance by the inclination angle designed and azimuth smooth-going, shake, torsion and vibration is forbidden to prevent midway debunching and jam, after anchor cable advances desired depth, check that whether Grouting Pipe is unimpeded；
4) grouting: to step 3) it is in the milk already installed on the prestress anchorage cable in hole, it is divided into common pressure grouting and two steps of high-pressure slip-casting, injecting cement paste intensity is not less than 25Mpa；
5) when step 4) prestress anchorage cable in cement mortar reach predetermined strength after described prestress anchorage cable carried out stretch-draw and sealing off and covering anchorage.
4. pattern foundation pit supporting structure construction prestressed cable method according to claim 3, it is characterized in that, described grouting step carries out a common pressure grouting particularly as follows: prestress anchorage cable puts into hole half an hour after planted agent, from at the bottom of hole upwards until aperture overflow slurry till, carry out mending slurry after slurry face drops to certain position, to ensure that slip casting is full；Carrying out secondary high-pressure slip-casting after a common pressure grouting intensity reaches 5.0Mpa, and secondary grouting serosity aperture of emerging can stop slip casting, grouting pressure controls at 2.5 5.0Mpa, and strictly records cement consumption in construction.
5. the pattern foundation pit supporting structure construction prestressed cable method according to claim 3 or 4, it is characterised in that described step 4) after slip casting completes, natural curing was no less than 7 days, before slurry hardens, it is impossible to bear external force or the anchor pole that has external force to cause moves.
6. the pattern foundation pit supporting structure construction prestressed cable method according to claim 3 or 4, it is characterised in that described step 2) pore-creating allowable error value is as follows: should measuring position, hole by designing requirement, position, hole error of coordinate must not 100mm；Whole hole hole depth is preferably greater than design hole depth 400mm, and the ultra-deep of effective hole depth cannot be greater than 200mm；The oversize of mechanical type anchoring section cannot be greater than the 3% of aperture, maximum cannot be greater than 5mm；Hole deviation error cannot be greater than 3%, and aperture cannot be less than the 10mm in design aperture.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610186909.XA CN105804076A (en) | 2016-03-26 | 2016-03-26 | Pre-stressed anchor cable and foundation pit supporting pre-stressed anchor cable construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610186909.XA CN105804076A (en) | 2016-03-26 | 2016-03-26 | Pre-stressed anchor cable and foundation pit supporting pre-stressed anchor cable construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN105804076A true CN105804076A (en) | 2016-07-27 |
Family
ID=56455021
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610186909.XA Pending CN105804076A (en) | 2016-03-26 | 2016-03-26 | Pre-stressed anchor cable and foundation pit supporting pre-stressed anchor cable construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105804076A (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106988311A (en) * | 2017-04-21 | 2017-07-28 | 中国水利水电科学研究院 | A kind of stress peak clipping formula anchor cable reinforced suitable for large-sized rock mass structural plane |
| CN108005097A (en) * | 2017-12-15 | 2018-05-08 | 兰州理工大学 | High gradient slope top of the slope construction/build thing anchor raft foundation construction and construction method |
| CN109681252A (en) * | 2019-01-17 | 2019-04-26 | 平顶山平煤设计院有限公司 | A kind of slip casting combination of steel rope device and construction method |
| CN110306549A (en) * | 2019-07-18 | 2019-10-08 | 骆波清 | A kind of anchor cable construction method in support engineering |
| CN111893996A (en) * | 2020-08-18 | 2020-11-06 | 中国建筑西南勘察设计研究院有限公司 | Anchor cable pier construction method |
| CN112813989A (en) * | 2020-12-31 | 2021-05-18 | 中铁二十五局集团第五工程有限公司 | Anchor cable supporting structure for foundation pit and construction method |
| CN114908757A (en) * | 2022-05-20 | 2022-08-16 | 中建八局第二建设有限公司 | Grouting construction method for anchor cable of deep foundation pit |
| CN114059531B (en) * | 2021-08-31 | 2023-03-07 | 中国十七冶集团有限公司 | Anti-slide pile pre-buried anchor cable penetrating hole position positioning device and operation method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08151632A (en) * | 1994-09-28 | 1996-06-11 | Oriental Constr Co Ltd | Pc steel rod unit and fastening method for cement hardening object using it |
| CN104963339A (en) * | 2015-07-07 | 2015-10-07 | 长江勘测规划设计研究有限责任公司 | Anchor cable centering support device |
| CN204703160U (en) * | 2015-06-17 | 2015-10-14 | 万军利 | Two anchoring section prestressed anchor Cable Structure |
-
2016
- 2016-03-26 CN CN201610186909.XA patent/CN105804076A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08151632A (en) * | 1994-09-28 | 1996-06-11 | Oriental Constr Co Ltd | Pc steel rod unit and fastening method for cement hardening object using it |
| CN204703160U (en) * | 2015-06-17 | 2015-10-14 | 万军利 | Two anchoring section prestressed anchor Cable Structure |
| CN104963339A (en) * | 2015-07-07 | 2015-10-07 | 长江勘测规划设计研究有限责任公司 | Anchor cable centering support device |
Non-Patent Citations (2)
| Title |
|---|
| 雷声昂等: "《灌区建筑物加固改造》", 28 February 2004 * |
| 鲁春新: "浅谈预应力锚索在深基坑支护中的应用", 《建筑机械化》 * |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106988311A (en) * | 2017-04-21 | 2017-07-28 | 中国水利水电科学研究院 | A kind of stress peak clipping formula anchor cable reinforced suitable for large-sized rock mass structural plane |
| CN108005097A (en) * | 2017-12-15 | 2018-05-08 | 兰州理工大学 | High gradient slope top of the slope construction/build thing anchor raft foundation construction and construction method |
| CN108005097B (en) * | 2017-12-15 | 2024-02-23 | 兰州理工大学 | High-steep slope top construction/building anchor raft foundation structure and construction method |
| CN109681252A (en) * | 2019-01-17 | 2019-04-26 | 平顶山平煤设计院有限公司 | A kind of slip casting combination of steel rope device and construction method |
| CN110306549A (en) * | 2019-07-18 | 2019-10-08 | 骆波清 | A kind of anchor cable construction method in support engineering |
| CN111893996A (en) * | 2020-08-18 | 2020-11-06 | 中国建筑西南勘察设计研究院有限公司 | Anchor cable pier construction method |
| CN112813989A (en) * | 2020-12-31 | 2021-05-18 | 中铁二十五局集团第五工程有限公司 | Anchor cable supporting structure for foundation pit and construction method |
| CN114059531B (en) * | 2021-08-31 | 2023-03-07 | 中国十七冶集团有限公司 | Anti-slide pile pre-buried anchor cable penetrating hole position positioning device and operation method |
| CN114908757A (en) * | 2022-05-20 | 2022-08-16 | 中建八局第二建设有限公司 | Grouting construction method for anchor cable of deep foundation pit |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105804076A (en) | Pre-stressed anchor cable and foundation pit supporting pre-stressed anchor cable construction method | |
| EP3382143B1 (en) | Tunnel construction method using pre-support and post-support and apparatus suitable for same | |
| KR20210130725A (en) | Reinforcement device and method for local freezing reinforcement in deep pits in gravel strata containing large amounts of water | |
| CN110374633B (en) | Tunnel opening section construction method for tunnel to pass through loose body | |
| CN111119935B (en) | Multi-layer grouting reinforcement method for surrounding rock of soft and broken roadway structure | |
| AU2011293086B2 (en) | System for anchoring a load | |
| CN111733828A (en) | Large-section deep foundation pit fender pile and prestressed anchor cable supporting construction technology | |
| CN107060774B (en) | A kind of anti-tunnel portal wall damage device and construction method | |
| CN103758123A (en) | Method for constructing protecting wall lining of cast-in-place manual hole digging pile | |
| CN104047613A (en) | Method for anchoring coal mine tunnel bottom plate | |
| CN106498950A (en) | Anchor head is placed in the Pile-Anchor Supporting for Deep Excavation system and its implementation of pile body | |
| CN104264683B (en) | Building concave shape ultra-deep foundation pit subregion supporting method is protected for three around literary composition | |
| CN104790408A (en) | Irregular foundation pit construction method | |
| CN105297757A (en) | Construction method for quicksand layer pile foundation | |
| CN112160324A (en) | Construction method for deep foundation pit support | |
| CN104612696A (en) | Construction method for underground excavated large-section subway station to pass through viaduct in fine sand layer based on pioneer heading-column method | |
| CN109026012A (en) | Vertical shaft surrounding rock supporting structure and its excavation supporting method | |
| EA031926B1 (en) | Method for forming a pillar part and reinforcing adjacently constructed parallel tunnels with reinforcing rods | |
| CN101793027B (en) | Core-grouted static pressure anchor rod pile | |
| CN113445516A (en) | Drilling and pouring type cement soil pile and construction method thereof | |
| CN109113749A (en) | Four line large section railway tunnel construction method of weak surrounding rock | |
| CN105605335A (en) | Large-caliber prestressed steel cylinder concrete pipe for jacking construction | |
| CN107339114B (en) | Mountain highway tunnel portal critical slope pre-balancing stable control structure and method | |
| CN205778943U (en) | A kind of duct pieces of shield tunnel that is applicable to settles the lifting system transfinited | |
| KR20140007309A (en) | Method of pre-supported tunnel costructed in a soft ground |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20160727 |
|
| RJ01 | Rejection of invention patent application after publication |