CN104032738B - Pre-stressed anchor rod and construction method using same - Google Patents
Pre-stressed anchor rod and construction method using same Download PDFInfo
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- CN104032738B CN104032738B CN201410298838.3A CN201410298838A CN104032738B CN 104032738 B CN104032738 B CN 104032738B CN 201410298838 A CN201410298838 A CN 201410298838A CN 104032738 B CN104032738 B CN 104032738B
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Abstract
The invention discloses a pre-stressed anchor rod and a construction method using the same. The pre-stressed anchor rod comprises a cylindrical pipe and a rod body axially extending along the cylindrical pipe, one end of the cylindrical pipe is provided with a conical expansion head, the rod body is arranged in the cylindrical pipe and axially extends along the cylindrical pipe, the rod body is inserted into the cylindrical body after cement paste is poured into the cylindrical pipe, the rod body is provided with an outer anchor head outside the cylindrical pipe, a screw rod is welded to the end of the outer anchor head, and accordingly the screw rod can be pre-stressed by means of a nut, and the screw rod is tensioned for applying pre-stressing force.
Description
The present invention is the divisional application of application for a patent for invention 200910253232.7 filed in 11 days December in 2009.
Technical field
The present invention relates to field of civil engineering, more particularly, to adopt the construction method of prestressed anchor and in these methods
The prestressed anchor of middle employing.
Background technology
In civil engineering slope reinforcement and Supporting Structure of Deep Foundation Pit in City, often prestressed anchor to be applied is as supporting
The primary structure member of structure.But due to being limited by conditions such as place, geology, unavoidably will local unfavorable geology be difficult into
Carry out prestressed anchor construction in the soil layer in hole.In Yunnan Province and China some areas, exist many full water miscellaneous fill,
Flour sand, quicksand, circle gravel, peat matter soil, Fructus Fragariae Ananssae soil etc. are difficult the special soil layer of pore-forming, when the special soil layer being difficult pore-forming at these
In when applying prestressed anchor, prestressed anchor pore-forming will be extremely difficult.In current conventional art, frequently with hydraulic drill rig
Full-sleeve pipe-following drilling pore-forming.But it is less in anchor pole tonnage (often less than 25 tons of the tonnage of prestressed anchor in soft layer)
When, using hydraulic drill rig full-sleeve pipe-following drilling hole creating technology, the higher and required cost of the requirement to construction site for the rig
Larger.
Accordingly, it would be desirable to a kind of efficiently and inexpensively in the various special soil layers being difficult pore-forming can carry out prestressing force
The method and system of anchor bolt construction, and it is suitable for the prestressed anchor of application in the special soil layer that these are difficult pore-forming.
Content of the invention
In view of the above problems it is proposed that the present invention so as to provide one kind overcome the problems referred to above or at least in part solve on
State prestressed anchor construction method and the prestressed anchor of problem.
According to an aspect of the invention, it is provided a kind of prestressed anchor, this prestressed anchor includes：Cylindric circle
Pipe, one end of this pipe has cone shape enlarged footing, and wherein said pipe has injected hole near the side of described enlarged footing
Section, is distributed with slurry presbyopia in described slip casting hole section；And the body of rod, axially expand in described pipe and along described pipe,
The described body of rod is inserted in described pipe after pipe is poured into cement mortar, and the described body of rod is divided into free segment and non-free section,
Described non-free section of close described enlarged footing positioning of the body of rod, and the anchor to form described anchor pole with described cement mortar directly contact
Gu section, described body of rod free segment not with described cement mortar directly contact.
According to another aspect of the present invention, there is provided a kind of construction method of utilization prestressed anchor, including step：?
The cylindric pipe of prestressed anchor is driven in soil layer specific location in soil layer；At ambient pressure cement mortar is injected into
In described cylindric pipe, so that described cement mortar is injected into described pipe by the saturating slurry presbyopia on described cylindric pipe
In the soil layer of surrounding；The body of rod of the described prestressed anchor that free segment is protected is inserted into described cylindric pipe
In；Further cement mortar is forced through in described cylindric pipe, so that described cement mortar passes through described cylindric circle
Saturating slurry presbyopia on pipe further injects in the soil layer around described pipe；And maintenance is carried out to slurry, and by institute
State prestressed anchor the body of rod carry out tensioning come on described anchor pole apply prestressing force.
Prestressed anchor according to the present invention and prestressed anchor construction method can with light and fast in soil layer pore-forming,
The problems such as hole wall subsides after pore-forming can't be led to, be difficult little tonnage prestressed anchor in pore-forming soil layer so as to effectively solving
A difficult problem for pore-forming, has anchor pole one-tenth porosity height, the useless hole of anchor pole and repeats the low advantage of one-tenth porosity.Answer using according to the pre- of the present invention
Power anchor pole and construction method, with accelerating construction progress, guarantee quality, and can save construction investment.
Brief description
By reading the detailed description of hereafter preferred implementation, various other advantages and benefit are common for this area
Technical staff will be clear from understanding.Accompanying drawing is only used for illustrating the purpose of preferred implementation, and is not considered as to the present invention
Restriction.And in whole accompanying drawing, it is denoted by the same reference numerals identical part.Wherein in the accompanying drawings, reference number
Alphabetic flag afterwards indicates multiple identical parts, when referring to these parts, will omit its last alphabetic flag.Attached
In figure：
Fig. 1 shows the schematic diagram of prestressed anchor according to an embodiment of the invention；
Fig. 2A shows the schematic diagram of the slip casting hole section in prestressed anchor according to an embodiment of the invention；
Fig. 2 B shows the schematic diagram of the enlarged footing in prestressed anchor according to an embodiment of the invention；
Fig. 2 C shows the cross-sectional view of the pipe in prestressed anchor according to an embodiment of the invention；
Fig. 2 D shows the schematic diagram of the angle steel in prestressed anchor according to an embodiment of the invention
Fig. 3 shows schematic diagram in soil layer for the prestressed anchor according to an embodiment of the invention；And
The flow chart that Fig. 4 shows prestressed anchor construction method according to an embodiment of the invention.
Specific embodiment
The invention will be further described with specific embodiment below in conjunction with the accompanying drawings.
Fig. 1 and Fig. 2A -2D shows the schematic diagram of prestressed anchor 100 according to an embodiment of the invention.As Fig. 1 and
Shown in Fig. 2A -2D, prestressed anchor includes cylinder pipe 110, and it generally has relatively thin tube wall 110, and tube wall is generally by steel
Or steel plate is welded.This pipe is commonly referred to thin-walled welding pipe 110.Thin-walled welding pipe generally have 3mm-5mm thickness and
Diameter is usually 48-89mm.The length of anchor pole depends on practical engineering application and changes, and generally can have 15m-25m length.
Certainly the above-mentioned size about anchor pole is all schematic, can be changed according to practical engineering application.
The front end of thin-walled welding pipe 110 has an enlarged footing 111, and it is fabricated to coniform (its a size of Ф 48mm- of closing
Ф 110mm, long 100mm-150mm), it is beneficial to minimizing and thin-walled welding pipe 110 is driven into resistance during soil layer and can rapidly will
Thin-walled welding pipe 110 hits in soil layer.
The main part of thin-walled welding pipe 110 includes the slip casting hole section 112 and non-perforate section 115 near enlarged footing 111 arrangement,
The length of this slip casting hole section 112 is usually the 2/3-3/4 of thin-walled welding pipe 110 total length.In this slip casting hole section 112, Mei Geyi
Segment distance distribution starches presbyopia 113 thoroughly, so that after thin-walled welding pipe 110 is driven in soil layer, by these, slurry presbyopia 113 will thoroughly
Cement mortar in welded tube is injected in soil layer.Slurry presbyopia 113 is longitudinal and circumferentially disposed along cylindric tube wall thoroughly.Concrete and
Speech, thoroughly starches presbyopia 113 and is uniformly distributed in welded tube upper measurement boxing tube hub axle, and be typically about along the interval of welded tube axial direction
50cm.The shape of slurry presbyopia 113 is generally circular thoroughly, and has the bore dia of about 10mm.Can there are ways to process
These starch presbyopia 113 thoroughly, to form these slurry presbyopia 113 thoroughly for example with platform drill pore-forming.
In addition, multiple angle steel 114 angled with welded tube central shaft are welded on whole thin-walled welding pipe 110.Using
On the outer wall of thin-walled welding pipe 110, multiple angle steel of welding, are easy to thin-walled welding pipe is driven in soil layer it is possible to increase anchor hole
Aperture.These angle steel generally have the size of L15mm*15mm*3mm (thickness) and have the 20-30 degree with welded tube central shaft
Angle, certainly according to actual demands of engineering, can change these sizes.
As shown in figure 3, prestressed anchor 100 is in addition to having above-mentioned thin-walled welding pipe 110, also have not in above-mentioned Fig. 1
Shown in, the body of rod 120 that is inserted in welded tube 110.The body of rod 120 is typically approximate with the central shaft of anchor pole to be expanded with overlapping vertically
Exhibition.The body of rod 120 is usually reinforcing bar, and thin-walled welding pipe 110 is being driven in soil layer and is carrying out first normal pressure grouting in welded tube
It is inserted into afterwards in thin-walled welding pipe.The reinforcing bar that the body of rod 120 is adopted can be using two grades or three-level screw thread common in market
Reinforcing bar (a diameter of 20-32mm).The body of rod 120 being inserted in welded tube 110 has free segment and non-free a section, wherein non-free section
Near the enlarged footing arrangement of welded tube 110, and free segment is arranged away from one end of enlarged footing near welded tube.The free segment of the body of rod has
The length of anchor pole total length about 1/3 to 1/2.It should be noted that non-free section of the body of rod of length can be differently configured from welded tube
The length of the slip casting hole section in 110.After welded tube 110 is driven in soil layer, cement grout passes through the saturating slurry on welded tube 110
Presbyopia 113 is injected in the soil layer around welded tube 110, and forms larger diffusion region and bond cement cementing stone area.Due to bar
Non-free section of body in the watery stage between and cement grout directly contact, therefore non-free section of the body of rod can with grouting formed diffusion
Area forms the anchoring section (Anchoring part) of prestressed anchor together with bond cement cementing stone area.The free segment of the body of rod in the watery stage between
Protected with such as butter and vinyon sleeve pipe, do not contacted with cement grout, therefore can be solid in cement grout
After tying certain age, it is that reinforcing bar can be to the anchor pole including thin-walled welding pipe, the body of rod and cement grout consolidation zone by the tensioning body of rod
Apply little tonnage prestressing force.Here it should be understood that depending on practical engineering application, can using other any can be by bar
Device and mode that body free segment and cement grout separate.
After prestressed anchor 100 is formed in soil layer, in order to apply prestressing force on prestressed anchor 100, need
Tensioning is carried out to prestressed anchor 100.For this reason, can the body of rod away from soil layer side outer anchor head end welding termination spiral shell
Bar, after being respectively mounted anchor beam, anchor plate and nut, and carries out pretension to screw rod on this screw rod, subsequently passes through punching is very heavy
Top be enclosed within request on the termination screw rod of anchor pole in case this anchor pole 100 is carried out tensioning (termination nut stem material be generally 45Mn steel,
Length is generally 500mm, and screw diameter is Ф 20- Ф 40mm.).
The structure of according to an embodiment of the invention prestressed anchor 100 is described above it can be seen that due to
Prestressed anchor 100 has thin-walled welding pipe 110 it is ensured that the anchor pole 100 in soil layer will not subside, and this improves pore-forming
Success rate.In addition, using the enlarged footing investing thin-walled welding pipe front end and thin-walled welding pipe, can be in order to thin-walled welding pipe be driven into soil
In layer.In addition, after thin-walled welding pipe 110 is driven in soil layer, can be by the slip casting hole section 112 on welded tube by cement mortar
It is injected in the soil layer around welded tube 110, to form larger diffusion region and bond cement cementing stone area.At slip casting hole section
In soil layer depths, therefore, the anchoring section of non-free section of the reinforcing bar in anchor pole and the formation of these cement grout consolidation zone can bear
Larger prestressing force.
It is to be noted that when anchor pole is longer, single steel bar may have no idea to be fully achieved the length of anchor pole, this
When straight screw sleeve or butt welding can be adopted to connect two or many reinforcing bars to form the bar reaching rock-bolt length requirement
Body.
Additionally, it should also be noted that between in order to prevent in the watery stage, especially during pressurization grouting, cement mortar
Irrelevantly corresponding with slip casting hole section on welded tube from the anchor pole part of liquid flow to welded tube with non-perforate section part, can
To be starched bag and isolated these parts in anchor pole with stopping between in the watery stage, so that cement mortar correctly passes through saturating slurry presbyopia 113 note
Enter in the soil layer to around welded tube 110.
Learnt according to above-mentioned, according to the prestressed anchor of the present invention be in the construction method using prestressed anchor by
Step is formed.The flow chart that Fig. 4 shows prestressed anchor construction method 200 according to an embodiment of the invention.
Method 200 starts from step S210, the various preparations before wherein being constructed, for example, prepare according to the present invention's
The various pieces of prestressed anchor, such as prepare thin-walled welding pipe 110 and anchor rod body 120 such as reinforcing bar etc..Preparation of construction work is also wrapped
Include and improve pump drainage water system in construction site, the construction sewage disposal system such as waste water and useless slurry it is ensured that construction drainage is smooth etc..?
After preparative work before construction finishes, method 200 proceeds to step S220, to position the position of prestressed anchor rod aperture in soil layer
Put, in soil layer, the depth of burying of little tonnage prestressed anchor should follow the thickness of earth covering of the superiors' anchor pole does not make anchor pole vertical upwards
Component causes the principle of land upheaval, according to this principle, any bolthole localization method that can be commonly used using the art
To position prestressed anchor rod aperture.
After located the position of prestressed anchor rod aperture, method enters step S230, wherein will be thin using jumbolter
Wall welded tube is directly driven in soil layer, according to an embodiment, jumbolter generally with compressed air as power, the work of compressed air
Make pressure and be usually 0.4～0.6MPa, work air quantity is 9～12m3/ min, air compressor machine therein adopts 12m3The sky of/more than min
Press.Optionally, in addition, after thin-walled welding pipe is driven into soil layer, check and accept welded tube construction quality, check that the length of soil layer inserted by welded tube
Degree, welded tube degree of skewness.If it is undesirable to insert the welded tube length of soil layer, degree of skewness, need to again choose anchor hole hole position, supplement is hit
Enter thin-walled welding pipe, and the unqualified welded tube of construction is carried out with slip casting closure consolidation process.
After being correctly driven in soil layer thin-walled welding pipe, high pressure water washing thin-walled is adopted to weld in step S240
Pipe, its objective is to discharge the impurity such as the soil that may remain in thin-walled welding pipe, and ensures that thin-walled welding pipe injected hole is unimpeded, be easy to note
Slurry.In general, high-pressure water pressure controls in 1.0MPa, and the behaviour in end step S240 when backwater is totally clarified
Make, and enter step S250.
In step s 250, at ambient pressure cement mortar is injected in welded tube, specifically, Grouting Pipe is inserted welded tube bottom
Portion, carries out normal pressure grouting using grouting pump by Grouting Pipe so that cement mortar can be by the saturating slurry presbyopia 113 on welded tube 110
It is injected in the soil layer around welded tube 110.While serosity filling anchor hole, make in welded tube dregs and mud under serosity effect
Discharge further.In common embodiment, the parameter of normal pressure grouting is as follows：
Grouting Pipe:Ф 18- Ф 25mm, length and welded tube are with long, every root bead pipe piece Grouting Pipe of laying.
Injecting paste material：P.O42.5 Portland cement serosity；Cement mortar is stirred using secondary mixer.
Grout coordinate ratio：Cement mortar：Triethanolamine (early strength agent)：1：0.5‰
The cement mortar ratio of mud：1：0.5
Cement slurry intensity：M30.
Grouting pressure:0.2～0.4MPa, takes large values during the property noted difference.
The fullness coefficient of in the hole cement mortar：Reach more than 1.2.
When, during normal pressure grouting, the pure slurry of cement flows out the welded tube mouth of pipe, and reaches design grouting amount or reach design pressure
When keeping more than 20 minutes, normal pressure grouting can be terminated, and enter next step step S260.
In step S260, the body of rod that free segment is protected with such as butter and vinyon sleeve pipe inserts
In (implantation) thin-walled welding pipe.It is wherein the quality ensureing the anchor rod body in implantation welded tube it is to be ensured that the body of rod is implanted to welded tube end
Portion, the gap of the body of rod to be controlled and inner wall of welded pipe simultaneously.After the body of rod is inserted into thin-walled welding pipe, the method enters step
S270, wherein seals and carries out the secondary grouting that pressurizes to anchor hole.Specifically, in step S270, the body of rod is being implanted thin-walled
After welded tube, immediately using only slurry bag closing anchor hole (welded tube) aperture, and anchor hole is pressurizeed by Grouting Pipe using grouting pump
Secondary grouting (now Grouting Pipe is directly sleeved on welded tube outer wall), so that by the slip casting hole section 112 on welded tube by cement mortar
Further inject in the soil layer around welded tube 110, to form larger diffusion region and bond cement cementing stone area.According to this
A bright embodiment, the parameter of pressurization secondary grouting is as follows：
Injecting paste material：P.O42.5 Portland cement serosity；Cement mortar is stirred using secondary mixer.
Grout coordinate ratio：Cement mortar：Triethanolamine (early strength agent)：1：0.5‰
The cement mortar ratio of mud：1：0.55
Cement slurry intensity：M30.
Grouting pressure:0.6～0.8MPa, takes large values during the property noted difference.
Slip casting ending standard:Cement mortar diffuses in anchor hole under continuous effect and penetrates in periphery soil layer, reaches
To design grouting amount or reach design pressure keep 20 minutes.
After pressurization secondary grouting completes, in step S280, the slurry after pressurization secondary grouting is fully supported
Shield, hereafter, in the end welding screw rod of the outer anchor head of the body of rod.And subsequently in step S290, carry out anchor beam and construct and anchor is installed
Backing plate, specifically, screw rod is passed through anchor beam, anchor plate, and using nut, anchor plate is arranged on anchor beam, subsequently to screw rod
Carry out pretension.
To step S290, certain position in soil layer defines the prestressed anchor according to the present invention.With
Afterwards, in step S300, by the body of rod of anchor pole is carried out with tensioning, prestressing force is applied on anchor pole.According to the present invention one
Embodiment, applies prestressed method on anchor pole and includes step：By tensioning equipment (such as oil gauge, jack, ergometer)
It is enclosed within request on the termination screw rod of anchor pole；Using graded loading way, load is loaded on anchor pole；
By the nut securing rod body on screw rod, and can be opened using cold cutting technique excision after anchor rod body tensioning puts in place
Draw the outer unnecessary body of rod of lock segments.In addition to above-mentioned method for stretching, it is right to be come using additive method commonly used in the art
Anchor pole carries out tensioning to apply prestressing force.After tensioning completes, method 200 terminates.
The construction method of the present invention can adopt in the special soil layer be difficult pore-forming, the pore-forming equipment that this method is used
Light, be easy to mobile in complicated construction place and operate, and prestressed anchor pore-forming is quick, effectively solving can be difficult pore-forming
In soil layer, little tonnage prestressed anchor pore-forming is difficult, hole wall such as subsides at the difficult problem after pore-forming.According to the construction method of the present invention, construction peace
Full reliability is high, construction speed is fast, construction quality is guaranteed, thus having saved investment.
It should be noted that above-described embodiment the present invention will be described rather than limits the invention, and this
Skilled person can design alternative embodiment without departing from the scope of the appended claims.In claim
In, any reference markss between bracket should not be configured to limitations on claims.Word "comprising" is not excluded for depositing
In element not listed in the claims or step.Word "a" or "an" before element do not exclude the presence of multiple this
The element of sample.The use of word first, second, and third does not indicate that any order.
Claims (5)
1. a kind of prestressed anchor is it is characterised in that this prestressed anchor includes：
Cylindric pipe, one end of this pipe has cone shape enlarged footing, and wherein said pipe is near the one of described enlarged footing
Side has slip casting hole section, and slurry presbyopia is distributed with described slip casting hole section；And
The body of rod, axially expands, the described body of rod is after described pipe is poured into cement mortar in described pipe and along described pipe
It is inserted in described pipe, the described body of rod has the outer anchor head in circular tube external, and weld screw rod in the end of outer anchor head,
Mode such that it is able to threaded spindle cap nut carries out pretension to described screw rod, and described screw rod is carried out tensioning to apply prestressing force,
The wherein said body of rod is divided into free segment and non-free section, and described non-free section of close described enlarged footing of the body of rod positions, and
With the anchoring section to form described anchor pole for the described cement mortar directly contact, described body of rod free segment directly do not connect with described cement mortar
Touch, and by the described body of rod is carried out with tensioning, prestressing force is applied on described prestressed anchor.
2. prestressed anchor as claimed in claim 1 is it is characterised in that there also is provided many on the tube wall of described circular tube shaped pipe
The angled angle steel of individual and described pipe central shaft.
3. prestressed anchor as claimed in claim 1, the length of wherein said slip casting hole section is described cylindric pipe overall length
2/3 to the 3/4 of degree.
4. the prestressed anchor as described in any one of claim 1-3, the length of the free segment of the wherein said body of rod is institute
State 1/3 to the 1/2 of anchor pole total length.
5. the prestressed anchor as described in any one of claim 1-3, the free segment butter of the wherein said body of rod and poly-
Vinyl plastics sleeve pipe is protected.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410298838.3A CN104032738B (en) | 2009-12-11 | 2009-12-11 | Pre-stressed anchor rod and construction method using same |
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN200910253232.7A CN102094421B (en) | 2009-12-11 | 2009-12-11 | Prestressed anchor bar and construction method using same |
| CN201410298838.3A CN104032738B (en) | 2009-12-11 | 2009-12-11 | Pre-stressed anchor rod and construction method using same |
Related Parent Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN200910253232.7A Division CN102094421B (en) | 2009-12-11 | 2009-12-11 | Prestressed anchor bar and construction method using same |
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| Publication Number | Publication Date |
|---|---|
| CN104032738A CN104032738A (en) | 2014-09-10 |
| CN104032738B true CN104032738B (en) | 2017-02-08 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201410298838.3A Active CN104032738B (en) | 2009-12-11 | 2009-12-11 | Pre-stressed anchor rod and construction method using same |
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Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106192752B (en) * | 2016-08-31 | 2018-06-05 | 中铁一局集团有限公司 | Beam sections external prestressing anchor plate replaces localization method |
| CN106703029A (en) * | 2016-11-29 | 2017-05-24 | 河南理工大学 | Pressure-type pre-stressed anchor capable of reducing prestress loss |
| CN107012857A (en) * | 2017-05-12 | 2017-08-04 | 上海建工二建集团有限公司 | One kind is prefabricated with the tapered screw thread combination pile tube in hole and its construction method |
| CN107905224B (en) * | 2017-11-19 | 2020-10-02 | 三峡大学 | Anchoring structure for improving anti-pulling force of anchor rod by expanding head of expansion cement in perforated steel pipe and construction method |
| CN111455996A (en) * | 2020-05-29 | 2020-07-28 | 江苏景源万河环境科技有限公司 | Prefabricated prestressed anchor rod with guide device and construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2063577U (en) * | 1989-12-09 | 1990-10-10 | 煤炭科学研究总院杭州环境保护研究所 | Glass fibre reinforced plastic mating anchor bolt |
| CN2443999Y (en) * | 2000-06-27 | 2001-08-22 | 同济大学(沪西校区) | Anchor chock integrated tube type anchorage cable |
| CN1536172A (en) * | 2003-04-03 | 2004-10-13 | 诚 冯 | Self-feeding type prestressed anchor rope and its construction method |
| WO2006080617A1 (en) * | 2004-09-18 | 2006-08-03 | Juseok Park | Soil nailing structure of using prestress and method of reinforcing the foundation with it |
| CN201180553Y (en) * | 2008-03-18 | 2009-01-14 | 中国矿业大学 | Slip casting anchor bar |
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2009
- 2009-12-11 CN CN201410298838.3A patent/CN104032738B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2063577U (en) * | 1989-12-09 | 1990-10-10 | 煤炭科学研究总院杭州环境保护研究所 | Glass fibre reinforced plastic mating anchor bolt |
| CN2443999Y (en) * | 2000-06-27 | 2001-08-22 | 同济大学(沪西校区) | Anchor chock integrated tube type anchorage cable |
| CN1536172A (en) * | 2003-04-03 | 2004-10-13 | 诚 冯 | Self-feeding type prestressed anchor rope and its construction method |
| WO2006080617A1 (en) * | 2004-09-18 | 2006-08-03 | Juseok Park | Soil nailing structure of using prestress and method of reinforcing the foundation with it |
| CN201180553Y (en) * | 2008-03-18 | 2009-01-14 | 中国矿业大学 | Slip casting anchor bar |
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| CN104032738A (en) | 2014-09-10 |
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