CN118422687A - Anchor rod structure capable of adapting to large deformation and construction method - Google Patents
Anchor rod structure capable of adapting to large deformation and construction method Download PDFInfo
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- CN118422687A CN118422687A CN202410468131.6A CN202410468131A CN118422687A CN 118422687 A CN118422687 A CN 118422687A CN 202410468131 A CN202410468131 A CN 202410468131A CN 118422687 A CN118422687 A CN 118422687A
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- 238000010276 construction Methods 0.000 title claims description 24
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 137
- 239000010959 steel Substances 0.000 claims abstract description 137
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 53
- 239000002689 soil Substances 0.000 claims abstract description 27
- 239000011435 rock Substances 0.000 claims abstract description 17
- 238000004873 anchoring Methods 0.000 claims description 30
- 239000004567 concrete Substances 0.000 claims description 16
- 238000000034 method Methods 0.000 claims description 13
- 239000003795 chemical substances by application Substances 0.000 claims description 7
- 238000013461 design Methods 0.000 claims description 7
- 238000010008 shearing Methods 0.000 claims description 7
- 239000004576 sand Substances 0.000 claims description 5
- 238000012360 testing method Methods 0.000 claims description 5
- 239000000463 material Substances 0.000 claims description 4
- 238000002474 experimental method Methods 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 238000005728 strengthening Methods 0.000 claims description 3
- 238000007711 solidification Methods 0.000 claims 2
- 230000008023 solidification Effects 0.000 claims 2
- 230000008093 supporting effect Effects 0.000 abstract description 6
- 230000003313 weakening effect Effects 0.000 abstract description 4
- 238000004519 manufacturing process Methods 0.000 abstract description 3
- 210000002105 tongue Anatomy 0.000 description 16
- 235000019994 cava Nutrition 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 230000001105 regulatory effect Effects 0.000 description 2
- PEDCQBHIVMGVHV-UHFFFAOYSA-N Glycerine Chemical compound OCC(O)CO PEDCQBHIVMGVHV-UHFFFAOYSA-N 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
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- Piles And Underground Anchors (AREA)
Abstract
The invention provides an anchor rod structure capable of adapting to large deformation and a manufacturing method thereof, wherein the anchor rod structure comprises an anchor rod body and a steel sleeve of the anchor rod body; the inner wall of the steel sleeve is in friction fit with the anchor rod body, the steel sleeve is an open pipe and is locked by a threaded fastener, the friction force between the steel sleeve and the anchor rod body can be adjusted by adjusting the opening size of the steel sleeve, and the steel sleeve is provided with a plurality of sections. The invention can avoid weakening or even disappearing friction force between the anchor rod body and the bond mortar or between the bond mortar and the rock-soil body caused by overlarge deformation of surrounding rock or side slope, and avoid weakening or even failing of the anchor rod supporting effect.
Description
The invention relates to a split application of Chinese invention patent application based on the application date of '2018 12 month 10 days', the application number of '201811501217.5' and the invention creation name of 'an anchor rod structure which can adapt to large deformation and a construction method'.
Technical Field
The invention relates to an anchor rod which can adapt to large deformation. The anchor rod is suitable for supporting engineering of underground caves, slopes, foundation pits and the like, and is used for replacing the traditional anchor rods.
Background
In underground caverns or side slopes and foundation pit supporting projects, anchor bolt supporting is widely applied to geotechnical engineering as an important means for guaranteeing stability of the underground caverns or side slopes and the foundation pit. The main function of the anchor rod is to form a composite structure of the anchor rod and the rock-soil body to strengthen an underground cavity, a side slope, a foundation pit and the like through the friction force between the anchor rod body and the surrounding rock-soil body, so that the engineering is stable.
The traditional anchor rod body and surrounding bond mortar are firmly bonded, and interaction is carried out between the bond mortar and surrounding rock-soil body, so that when a cavity or a side slope is excessively deformed towards a temporary surface due to ground stress adjustment and other reasons caused by construction excavation, the uncoordinated deformation between the anchor rod body and the reinforced rock-soil body can enable the anchor rod body and the rock-soil body to slide; because the tensile strength of the mortar is lower, the excessive slippage will cause the mortar at the position with larger uncoordinated deformation (usually, the anchor orifice section is in a certain range and the structure surface is penetrated in a certain range), so that the friction force between the anchor rod and the bond mortar or between the bond mortar and the rock-soil body is weakened or even eliminated, thereby weakening the reinforcing effect on the rock-soil body and adversely affecting the stability and safety of underground caves or slopes and foundation pits.
The existing anchor rod structure adapting to large deformation is improved on the outer anchor head of the anchor rod, the anchor rod body is consistent with the traditional anchor rod, and the phenomenon that the friction force between the anchor rod and bond mortar or between bond mortar and the rock-soil body is weakened or even disappears due to large deformation of the rock-soil body still exists.
Disclosure of Invention
The invention aims to solve the technical problems that: aiming at the problems, the anchor rod structure which is simple in structure and convenient to manufacture and can adapt to large deformation is provided, and the problem that friction force between an anchor rod body and bond mortar or between bond mortar and a rock-soil body is weakened or even disappears due to overlarge deformation of surrounding rock or side slope, so that anchor rod supporting effect is weakened or even fails is avoided. For this purpose, the invention adopts the following technical scheme:
The anchor rod structure is characterized by also comprising a steel sleeve of the anchor rod body; the inner wall of the steel sleeve is in friction fit with the anchor rod body, the steel sleeve is an open pipe and is locked by a threaded fastener, the friction force between the steel sleeve and the anchor rod body can be adjusted by adjusting the opening size of the steel sleeve, and the steel sleeve is provided with a plurality of sections.
On the basis of adopting the technical scheme, the invention can also adopt the following further technical schemes at the same time or use the further technical schemes in combination:
Mortar concretes are filled between the anchoring holes and the steel sleeves, and the shear strength between the anchor rods and the steel sleeves is smaller than that between the steel sleeves and the mortar concretes and also smaller than that between the mortar concretes and surrounding rocks of the anchoring hole walls.
The opening part of the steel sleeve is provided with a tongue part, the tongue part is provided with a hole connected with a threaded fastener, and the distance from the end part of at least part of the tongue part of the steel sleeve to the center of the steel sleeve is consistent with the radius of the anchoring hole.
The inner wall of the steel sleeve is provided with a certain roughness, and the surface of the anchor rod body is also provided with a certain roughness.
And a crescent rib structure is arranged on the outer wall of the steel sleeve.
The anchor rod body is a pretension anchor rod and comprises an anchoring section and a tensioning free section, and the steel sleeve is sleeved outside the tensioning free section.
The anchor rod structure further comprises leveling concrete, an arched steel backing plate and nuts; one end of the anchor rod body (1) sequentially passes through a locking hole in leveling concrete and a center reserved hole of an arched steel backing plate and then is locked on the steel backing plate through a nut.
The steel sleeve is arranged along the whole length of the stretching free section of the anchor rod body.
The length of the anchoring section of the anchor rod body is determined by a test according to the selected materials, and Gao Jiangmao fixing agents are required to be filled in the range of the anchoring section.
The steel sleeve is sleeved outside the whole length of the stretching free section of the anchor rod body, the steel sleeve is pre-tightened to enable the steel sleeve and the anchor rod body to bear a certain friction force, when the pre-tightening force is fixed, the friction force is not changed along with sliding between the steel sleeve and the anchor rod body, the pre-tightening force of the steel sleeve is changed to adjust the friction force bearable between the steel sleeve and the anchor rod body, the friction force is smaller than the bearable shearing force between holding mortar and the steel sleeve, the shearing force between the mortar setting body and surrounding rock of an anchoring hole wall, and the most suitable pre-tightening force is determined through a pulling-resistant test.
The length range of the steel sleeve is arranged on the anchor rod body, the flexible determination can be carried out according to the depth of the large deformation of the rock-soil body, and the steel sleeve and the rough anchor rod body can be arranged only in the large deformation depth range.
The invention further aims to provide a construction method of the anchor rod structure which can adapt to large deformation. For this purpose, the invention adopts the following technical scheme:
a construction method of a prestressed anchor rod adaptable to large deformation is characterized by comprising the following steps: it comprises the following steps:
(1) Determining the pretightening force of the steel sleeve;
According to the quality category of the rock-soil body, the grouting mortar material to be adopted, and the grouting and inserted bar construction process, the shear strength between the mortar concretes and the conventional anchor rods is estimated empirically to be used as the shear strength between the steel sleeve and the mortar concretes, or is directly determined by experiments; carrying out drawing tests under different pretightening forces, determining the magnitude of friction force between the anchor rod body and the steel sleeve under the different pretightening forces, converting the friction force into shear strength, and determining the proper pretightening force, so that the shear strength between the anchor rod body and the steel sleeve is smaller than the shear strength between the mortar setting body and the steel sleeve and the shear strength between the mortar setting body and surrounding rock of an anchoring hole wall;
(2) Estimating the possible depth range of the large deformation of the rock-soil body according to the numerical analysis result or experience judgment, and determining the range of the coarse grinding treatment of the anchor rod body and the range of the setting of the steel sleeve; or directly selecting the whole length of the stretching free section to perform coarse sand grinding treatment and setting a steel sleeve;
(3) The method comprises the steps of finishing rough grinding treatment of an anchor rod body and combined installation of a steel sleeve in advance in a factory workshop or a construction site, wherein the method comprises the steps of tightening a threaded fastener to a design requirement to ensure that the requirement of shear strength is met;
(4) If the anchor rod body does not apply prestress, inserting the anchor rod and grouting the combined body of the anchor rod and the steel sleeve; if the prestress is applied, the combined body of the anchor rod and the steel sleeve is inserted, wherein the steel sleeve is only sleeved outside the anchor rod body of the stretching free section, then the anchoring hole part corresponding to the anchor rod body of the anchoring section is injected with a high-strength anchoring agent for strengthening, then a nut in threaded connection with the anchor rod body is fastened, after the anchor rod body is stretched until the design locking load is stabilized, grouting construction of mortar is carried out within the stretching free section, and bonding between bonding mortar and surrounding rock is firm with the steel sleeve.
The invention has simple structure, convenient manufacture, uniform stress, safety and reliability, when the rock-soil body is greatly deformed, when the friction force between the steel sleeve and the anchor rod body exceeds the bearable maximum friction force, the steel sleeve and the anchor rod body slide until the anchor rod and the rock-soil body are relatively stable, the sliding is stopped, and the load of the anchor rod is stable. In the sliding process and after the completion, the friction force between the steel sleeve and the anchor rod body can still be kept constant and does not change greatly, so that the friction force between the steel sleeve and the anchor rod body cannot be weakened due to overlarge sliding, and meanwhile, the steel sleeve, the bond mortar and the rock-soil body are synchronously shifted, and good cementation is kept between the steel sleeve and the bond mortar, so that weakening or failure of anchor rod supporting effect is avoided.
Drawings
Fig. 1 is an overall construction diagram of the present invention.
Fig. 2 is a cross-sectional view A-A of fig. 1.
Fig. 3 is a cross-sectional view of another portion of the tensioned free segment of fig. 1.
Detailed Description
Reference is made to figures 1, 2 and 3. The present embodiment takes a prestressed anchor rod as an example. The utility model provides an adaptable large deformation's stock structure, including stock body 1, leveling concrete 2, steel backing plate 4, nut 5 and stock body 1's steel sleeve 6, the single length of steel sleeve 6 is 100mm (not limited to 100 mm), steel sleeve 6 is the open tube, has an opening from head to tail along its length direction and is locked by threaded fastener, and steel sleeve 6 inner wall has certain roughness, for example through grinding the coarse sand processing, and its frictional force with stock body 1 both adjustable and be difficult for friction, and the outer wall is equipped with crescent moon rib 61, and a tongue 62 is stretched out to the opening position of steel sleeve 6, tongue 62 can adopt the form of steel sheet, tongue 62 is provided with the hole, through the screw rod 10 in the threaded fastener through hole and with nut 11 precession, through adjusting the precession volume of nut, can adjust the opening size of steel sleeve 6, adjust the frictional force between the steel sleeve to stock body 1.
The stretching free section part of the anchor rod body 1 also preferably has certain roughness, for example, through grinding coarse sand treatment, a certain friction force can be born between the steel sleeve 6 and the anchor rod body 1 through pre-tightening the steel sleeve 6, the steel sleeve 6 is provided with a plurality of sections, the whole stretching free section of the anchor rod body 1 is arranged, and the displacement required by stretching locking load (if the anchor rod is a common mortar anchor rod, the displacement can not be reserved) is reserved at the orifice part of the stretching free section of the anchor rod body 1.
One end of a prestress anchor rod body 1 of the strip steel sleeve 6 is inserted into the anchoring hole, gao Jiangmao of a fixing agent 7 is filled in the range of the anchoring section of the prestress anchor rod body 1, the other end of the prestress anchor rod body 1 sequentially penetrates through a locking hole 3 on leveling concrete 2 and a center reserved hole 9 of a steel backing plate 4 and then is locked on the steel backing plate 4 through a nut 5, and after the high-strength anchoring agent 7 reaches the design strength, the nut 5 is screwed to apply prestress to the anchor rod. And filling cement mortar 8 in the tensioning free section range after the pre-stress anchor rod body 1 is tensioned to the designed locking load and is stabilized. The tongue of the steel sleeve is provided with a plurality of tongues, at least part of the tongues are longer, the longer tongues are arranged at a certain distance, the distance from the end of the tongue to the center of the steel sleeve is consistent with the radius of an anchoring hole and approaches or contacts the wall of the anchor rod drilling hole, and therefore the tongue also has the function of positioning the centers of the steel sleeve 6 and the anchor rod body 1.
The steel backing plate 4 is of an arch structure, and when the rock-soil mass is subjected to large deformation and the load of the anchor rod is increased, the steel backing plate can deform under the load of the anchor rod, so that the outer anchor head of the anchor rod is adapted to deformation. The center of the steel backing plate 4 is provided with a hole 9 for the anchor rod body 1 to pass through.
The construction process of the anchor rod structure comprises the following steps:
(1) The pretension of the steel bushing 6 is determined. According to the quality category of the rock-soil body, the grouting mortar material to be adopted, and the grouting and inserted bar construction process, the shear strength between the mortar concretes and the conventional anchor rods is estimated empirically to be used as the shear strength between the steel sleeve and the mortar concretes, or is directly determined by experiments; and (3) carrying out drawing tests under different pretightening forces, determining the friction force between the anchor rod body and the steel sleeve under different pretightening forces, and converting the friction force into shear strength. The proper pre-tightening force is determined so that the shearing strength between the anchor rod body and the steel sleeve is smaller than the shearing strength between the mortar solidified body 8 and the steel sleeve and the shearing strength between the mortar solidified body 8 and the surrounding rock of the anchoring hole wall 100.
(2) Estimating the possible depth range of the large deformation of the rock-soil body according to the numerical analysis result or experience judgment, and determining the range of the coarse grinding treatment of the anchor rod body and the range of the setting of the steel sleeve; or directly selecting the whole length of the stretching free section for coarse sand grinding treatment and setting a steel sleeve.
(3) The combined installation of the rough grinding treatment of the anchor rod body and the steel sleeve is finished in advance in a factory workshop or a construction site, and comprises the steps of tightening a threaded fastener to the design requirement to ensure compliance with the shear strength requirement, proper arrangement of tongue orientation on the steel sleeve and proper spacing of long and short tongues (namely the positioning tongue of the anchor rod body and the non-positioning short tongue of the anchor rod body in fig. 2).
(4) The construction of working procedures such as drilling an anchoring hole 100, leveling concrete at an orifice and the like is completed according to a traditional construction mode, and if the anchor rod does not exert prestress, the assembly of the anchor rod and the steel sleeve is subjected to rod inserting and grouting construction according to a traditional mortar anchor rod construction mode; if the prestress is applied, the combined body of the anchor rod and the steel sleeve is inserted according to the traditional prestress anchor rod construction mode, wherein the steel sleeve is only sleeved outside an anchor rod body of the tensioning free section, then the high-strength anchoring agent 7 is injected into an anchoring hole part corresponding to the anchor rod body of the anchoring section for strengthening, the nut 11 is fastened, after the anchor rod body is tensioned to the design locking load and is stable, grouting construction of mortar 8 is carried out within the tensioning free section, and bonding between bond wrapping mortar and surrounding rock is firm with the steel sleeve.
Reference numeral 101 denotes a grouting pipe of the mortar 8, and reference numeral 102 denotes a return pipe of the mortar 8.
The working principle of the invention is as follows:
1. The slip shear failure between the anchor rod and the surrounding rock is mainly determined by the shear strength between the anchor rod body 1 and the steel sleeve 6, the shear strength between the steel sleeve 6 and the mortar solidified body 8 and the shear strength between the mortar solidified body 8 and the surrounding rock of the anchoring hole wall 100 without considering the surrounding rock yield failure. The shear strength between the anchor rod body 1 and the steel sleeve 6 is the lowest among the three, so that when the surrounding rock is greatly deformed, the shear force between the anchor rod body 1 and the steel sleeve 6 can reach the shear strength at first.
2. When the friction force between the anchor rod body 1 and the steel sleeve 6 is smaller than the shear strength, the relative positions of the anchor rod body 1, the steel sleeve 6 and the rock-soil body are kept unchanged.
3. The rock-soil body is greatly deformed, the rock-soil body and the anchor rod body 1 are greatly and relatively deformed, when the friction force between the anchor rod body 1 and the steel sleeve 6 exceeds the shear strength, the anchor rod body 1 and the steel sleeve 6 slide until the anchor rod body 1 and the rock-soil body are relatively stable, the sliding is stopped, and the anchor rod load is stable. In the sliding process and after the end, the friction force between the anchor rod body 1 and the steel sleeve 6 can still be kept constant, so that the friction force between the anchor rod body 1 and the steel sleeve 6 cannot be weakened or greatly changed due to overlarge sliding, meanwhile, due to deformation of a rock-soil body, the anchor rod load is increased, the steel backing plate 4 is deformed, and the anchor rod load can be adjusted due to the change of the elongation at the moment until the anchor rod body 1 and the steel sleeve 6 are relatively stable, and the anchor rod load is stable.
4. Because the shear strength between the anchor rod body 1 and the steel sleeve 6 is smaller than the shear strength between the mortar solidified body 8 and the steel sleeve 6 and the shear strength between the mortar solidified body 8 and the surrounding rock of the anchoring hole wall 100, the relative positions between the steel sleeve 6 and the mortar solidified body 8 and between the mortar solidified body 8 and the surrounding rock of the anchoring hole wall 100 are kept unchanged in the adjustment process, and only certain relative sliding occurs between the anchor rod body 1 and the steel sleeve 6, and the designed friction force is still kept in the sliding process and after sliding because the friction force between the anchor rod body 1 and the steel sleeve 6 is not easy to rub. In addition, in the tensioning free section, the steel sleeve 6 is divided into a plurality of sections, the anchor rod body 1 only relatively slides at the depth with larger strain and the corresponding section of the steel sleeve 6, and the designed static friction force is still maintained between the steel sleeves of other sections and the anchor rod body 1, so that the integral stability of the friction force is further maintained.
If necessary, the stress of the anchor rod body 1 can be regulated at any time through the regulating nut 5, and the friction force between the anchor rod body 1 and the steel sleeve 6 is not easy to be rubbed, so that the structure of the invention can still repeatedly regulate the stress of the anchor rod body 1 according to the requirement after the engineering is finished.
The technical features of the above-described embodiments may be arbitrarily combined, and all possible combinations of the technical features in the above-described embodiments are not described for brevity of description, however, as long as there is no contradiction between the combinations of the technical features, they should be considered as the scope of the description.
The above examples merely represent exemplary embodiments of the invention, which are described in more detail and are not to be construed as limiting the scope of the invention. It should be noted that it will be apparent to those skilled in the art that several variations and modifications can be made without departing from the spirit of the invention, which are all within the scope of the invention. Accordingly, the scope of protection of the present invention is to be determined by the appended claims.
Claims (9)
1. The anchor rod structure capable of adapting to large deformation comprises an anchor rod body (1) and is characterized by also comprising a steel sleeve (6) of the anchor rod body (1); the inner wall of the steel sleeve (6) is in friction fit with the anchor rod body (1),
The steel sleeve is pre-tightened to bear a certain friction force between the steel sleeve and the anchor rod body, mortar solidification bodies are filled between the anchor holes and the steel sleeve, and the friction force which can be born between the steel sleeve and the anchor rod body is adjusted by changing the pre-tightening force of the steel sleeve and is smaller than the shearing force which can be born between bond mortar and the steel sleeve and is also smaller than the shearing force between the mortar solidification bodies and surrounding rocks of the anchor hole wall.
2. A large deformation adaptable anchor rod structure according to claim 1, wherein the opening of the steel sleeve is provided with a tongue portion, the tongue portion is provided with a hole for connecting with a threaded fastener, and the center distance from the end of at least part of the tongue portion of the steel sleeve to the steel sleeve is consistent with the radius of the anchoring hole.
3. A large deformation adaptable anchor structure according to claim 1, characterized in that the inner wall of the steel sleeve (6) has a certain roughness and the surface of the anchor body also has a certain roughness.
4. A large deformation adaptable anchor rod structure according to claim 1, wherein said steel sleeve outer wall is provided with a crescent rib structure.
5. A large deformation adaptable anchor structure according to claim 1, characterized in that the anchor rod body (1) is a pretensioned anchor rod, the anchor rod body (1) comprises an anchoring section and a tensioning free section, the steel sleeve being sleeved outside the tensioning free section.
6. A bolt construction adapted to large deformations according to claim 5, characterised in that it further comprises leveling concrete (2), steel backing plates (4) and nuts (5); one end of the anchor rod body (1) sequentially passes through the locking hole (3) on the leveling concrete (2) and the reserved hole (9) of the arched steel backing plate (4) and then is locked on the steel backing plate (4) through the nut (5).
7. A large deformation adaptable anchor structure according to claim 7, characterized in that said steel sleeve (6) is arranged along the entire length of the tensioned free section of the anchor rod body (1).
8. A adaptable large deformation anchor structure as defined in claim 5, wherein: and Gao Jiangmao, filling a fixing agent (7) in the range of the anchoring section.
9. A construction method of a prestressed anchor rod adaptable to large deformation is characterized by comprising the following steps: it comprises the following steps:
(1) Determining the pretightening force of the steel sleeve;
According to the quality category of the rock-soil body, the grouting mortar material to be adopted, and the grouting and inserted bar construction process, the shear strength between the mortar concretes and the conventional anchor rods is estimated empirically to be used as the shear strength between the steel sleeve and the mortar concretes, or is directly determined by experiments; carrying out drawing tests under different pretightening forces, determining the magnitude of friction force between the anchor rod body and the steel sleeve under the different pretightening forces, converting the friction force into shear strength, and determining the proper pretightening force, so that the shear strength between the anchor rod body and the steel sleeve is smaller than the shear strength between the mortar setting body and the steel sleeve and the shear strength between the mortar setting body and surrounding rock of an anchoring hole wall;
(2) Estimating the possible depth range of the large deformation of the rock-soil body according to the numerical analysis result or experience judgment, and determining the range of the coarse grinding treatment of the anchor rod body and the range of the setting of the steel sleeve; or directly selecting the whole length of the stretching free section to perform coarse sand grinding treatment and setting a steel sleeve;
(3) The method comprises the steps of finishing rough grinding treatment of an anchor rod body and combined installation of a steel sleeve in advance in a factory workshop or a construction site, wherein the method comprises the steps of tightening a threaded fastener to a design requirement to ensure that the requirement of shear strength is met;
(4) If the anchor rod body does not apply prestress, inserting the anchor rod and grouting the combined body of the anchor rod and the steel sleeve; if the prestress is applied, the combined body of the anchor rod and the steel sleeve is inserted, wherein the steel sleeve is only sleeved outside the anchor rod body of the stretching free section, then the high-strength anchoring agent is injected into the anchoring hole part corresponding to the anchor rod body of the anchoring section for strengthening, then the screw cap in threaded connection with the anchor rod body is fastened, after the anchor rod body is stretched until the design locking load is stabilized, grouting construction of mortar is carried out within the stretching free section, and bonding between the bond wrapping mortar and surrounding rock is firm with the steel sleeve.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202410468131.6A CN118422687A (en) | 2018-12-10 | 2018-12-10 | Anchor rod structure capable of adapting to large deformation and construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202410468131.6A CN118422687A (en) | 2018-12-10 | 2018-12-10 | Anchor rod structure capable of adapting to large deformation and construction method |
| CN201811501217.5A CN109797751B (en) | 2018-12-10 | 2018-12-10 | Anchor rod structure capable of adapting to large deformation and construction method |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201811501217.5A Division CN109797751B (en) | 2018-12-10 | 2018-12-10 | Anchor rod structure capable of adapting to large deformation and construction method |
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| CN118422687A true CN118422687A (en) | 2024-08-02 |
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| CN201811501217.5A Active CN109797751B (en) | 2018-12-10 | 2018-12-10 | Anchor rod structure capable of adapting to large deformation and construction method |
| CN202410468131.6A Pending CN118422687A (en) | 2018-12-10 | 2018-12-10 | Anchor rod structure capable of adapting to large deformation and construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111931383B (en) * | 2020-08-24 | 2023-08-15 | 长江水利委员会长江科学院 | Simulation calculation method for shear yield damage and fracture of anchor rod/anchor cable |
| CN112431199B (en) * | 2020-11-28 | 2022-05-10 | 中铁十七局集团第五工程有限公司 | Construction method for improving anti-pulling performance of twisted steel anchor rod |
| CN112392055B (en) * | 2020-12-09 | 2022-08-19 | 新疆凯鸿工程建设有限公司 | Embedded fixed inserted bar suitable for ground bank protection is used |
| CN113367844A (en) * | 2021-06-08 | 2021-09-10 | 上海申淇医疗科技股份有限公司 | Valve clamping system |
| CN113931670B (en) * | 2021-10-14 | 2024-05-17 | 中铁隧道集团二处有限公司 | Combined grouting prestress large-deformation anchor rod and construction method thereof |
| CN115853566A (en) * | 2022-12-08 | 2023-03-28 | 中交第二公路勘察设计研究院有限公司 | Prefabricated tunnel prestressed anchor rod and manufacturing method and using method thereof |
Family Cites Families (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE3503012A1 (en) * | 1985-01-30 | 1986-07-31 | Dyckerhoff & Widmann AG, 8000 München | TENSIONING DEVICE FOR THE TIE LINK OF AN ANCHOR, ESPECIALLY A ROCK ANCHOR |
| DE102004028226A1 (en) * | 2004-06-09 | 2005-12-29 | Fischerwerke Artur Fischer Gmbh & Co. Kg | Anchoring assembly, anchor rod and method of making an anchor assembly |
| CN206092039U (en) * | 2016-10-13 | 2017-04-12 | 山东科技大学 | Cover pipe friction formula lets pressure stock |
| CN206539358U (en) * | 2016-11-10 | 2017-10-03 | 山东科技大学 | A kind of pipe seam formula grouted anchor bar |
| CN107387143A (en) * | 2017-08-30 | 2017-11-24 | 成都现代万通锚固技术有限公司 | One kind frictionally secures formula anchor pole |
| CN108867638A (en) * | 2018-08-30 | 2018-11-23 | 沈阳建筑大学 | Pipe-seam type anchor rod-anchor cable combined support structure |
-
2018
- 2018-12-10 CN CN201811501217.5A patent/CN109797751B/en active Active
- 2018-12-10 CN CN202410468131.6A patent/CN118422687A/en active Pending
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| CN109797751B (en) | 2024-06-11 |
| CN109797751A (en) | 2019-05-24 |
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