EP3147410A1 - Konstruktionsverfahren und struktur für druckdispergierenden expansionskopfankerstab - Google Patents

Konstruktionsverfahren und struktur für druckdispergierenden expansionskopfankerstab Download PDF

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Publication number
EP3147410A1
EP3147410A1 EP15795723.4A EP15795723A EP3147410A1 EP 3147410 A1 EP3147410 A1 EP 3147410A1 EP 15795723 A EP15795723 A EP 15795723A EP 3147410 A1 EP3147410 A1 EP 3147410A1
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Prior art keywords
cement
cut
paste
anchor
pressure
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Granted
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EP15795723.4A
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English (en)
French (fr)
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EP3147410B1 (de
EP3147410A4 (de
Inventor
Jianming Zhou
Liangkui CHENG
Huiju FAN
Mingxiang DU
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Suzhou Ng Foundation Engineering Co Ltd
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Suzhou Ng Foundation Engineering Co Ltd
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Publication of EP3147410A4 publication Critical patent/EP3147410A4/de
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/74—Means for anchoring structural elements or bulkheads
    • E02D5/80—Ground anchors
    • E02D5/808—Ground anchors anchored by using exclusively a bonding material
    • 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

Definitions

  • the present invention relates to a construction method of a jet spouting anchor and a structure of the spouting anchor, belonging to the technical field of soil drilling of fixed buildings.
  • Jet spouting anchoring is an effective soil body supporting, protecting and reinforcing technology, has been widely applied at home and abroad, and has advantages of low cost, quick effect, etc.
  • a traditional jet spouting anchor is provided with a 5-10 long anchoring segment.
  • the cement in the anchoring segment accounts for 12%-18%, and the strength of cement soil is relatively low in the 7-30 days. Due to the low strength, the anchor cannot be made into a pressure-type anchor, and can only be made as a tension-type anchor.
  • the anti-pulling force of the anchor is provided by the lateral friction force between the anchoring segment and soil body.
  • the anti-pulling force of the anchor is usually low, obviously low in the soft soil, which fails to meet the engineering requirements of the tension standard for the short maintenance period of the anchor. Meanwhile, the tension-type anchor cables cannot be recycled through dismantling the core. Therefore, the traditional jet spouting anchor cannot be recycled through dismantling the core.
  • the traditional jet spouting anchor always suffers from the problems of low anti-pulling force and failure to recycling through dismantling the core, which seriously affect the application of the traditional jet spouting anchor.
  • the construction method of the traditional jet spouting anchor is as follows: 1) A three-blade bit is used to perform water jet spouting, wherein the aperture is 150-200mm; the jet spouting is deep to the anchor bottom, without water pressure; 2) the drill rod and the bit exist, and a drill rod with a high-pressure nozzle is used to push the anchor body into an anchor hole; 3) after the anchor body is pushed in place, high-pressure cement paste jet spouting is carried out at a pressure of 15-25MPa; the drill rod exists along with the jet spouting; the jet spouted part is the traditional anchoring segment; the anchoring segment is 8-12m long; jet spouting is carried out one more time at a segment about 0.5-1m away from the end of the anchoring segment; the anchoring segment has a cement content of 110kg per meter; and 4) after the jet spouting of the anchoring segment ends, the drill rod exists.
  • the structure of a foundation pit support formed by a traditional jet spouting anchor and concrete pile walls includes a water-pressure jet spouting cut-drilling segment 1 and a cement-paste jet spouting cut-drilling segment 2.
  • the cement paste in the cement-paste jet spouting cut-drilling segment 2 gets hardened and encloses an anchor cable carrier and one end of each of anchor cables 3, and the other end of each of the anchor cables 3 passes through the water-pressure jet spouting cut-drilling segment 1 and is fixed at an anchor head.
  • the maintenance period of the anchor is merely about 7-21 days.
  • the early strength of the anchor refers to the strength of the cement paste in the cement paste in the cement-paste jet spouting cut-drilling segment 2 in the 7-12 days.
  • the drilling speed of the drill rod of the traditional jet spouting anchor in the cement paste in the cement-paste jet spouting cut-drilling segment 2 is 25-50cm/min. Due to the quick jet spouting speed of the drill rod, the maximum inner diameter of the cross section of the formed cement paste in the cement-paste jet spouting cut-drilling segment 2 is similar to the inner diameter of the cross section of the water-pressure jet spouting cut-drilling segment 1.
  • the cement in the cement paste in the cement paste in the cement paste in the cement-paste jet spouting cut-drilling segment 2 of the traditional jet spouting anchor accounts for 12%-18%, and the anti-pulling force of the traditional jet spouting anchor is generated by the friction force between piles and the soil body, so the traditional jet spouting anchor belongs to a tension-type anchor.
  • the cement paste in the cement-paste jet spouting cut-drilling segment 2 is formed to be relatively long, thereby resulting in slow hardening of the cement paste in the cement paste in the cement-paste jet spouting cut-drilling segment 2 and low early strength of the traditional jet spouting anchor, and failing to provide sufficient anti-pulling bearing capability. Therefore, the traditional jet spouting anchor has a low anti-pulling force.
  • the first technical problem to be solved by the present invention is to, aiming at defects in the prior art, provide a construction method of and a structure of a pressure-dispersion type bit expanded anchor which has high early cement coil hardening strength and a high anti-pulling bearing capacity.
  • the second technical problem to be solved by the present invention is to, on the basis of the first technical problem, provide a construction method of and a structure of a pressure-dispersion type bit expanded anchor with anchor cables which can be recycled by dismantling cores.
  • the first technical solution provided by the present invention to solve the first technical problem is a construction method of a pressure-dispersion type bit expanded anchor, wherein a drill rod is employed to perform cut-drilling through water-pressure jet grouting and cut-drilling through cement-paste-pressure jet grouting in soil in turn to respectively form a water-pressure jet grouting cut-drilling segment and a cement-paste-pressure jet grouting cut-drilling segment which communicate with each other from the inside to the outside, and the drill rod ends the cut-drilling through cement-paste-pressure jet grouting and then exits when reaching the tail end of the cement-paste-pressure jet grouting cut-drilling segment.
  • the cement-paste-pressure jet grouting type cut-drilling is one-time cut-drilling; when the one-time cut-drilling occurs, the drilling speed of the drill rod is controlled to be 4 ⁇ 8cm/min, and the length of the cement-paste-pressure jet grouting cut-drilling segment is controlled to be 2-4m, so that the maximum inner diameter of the cross section of the cement-paste-pressure jet grouting cut-drilling segment is 600-800mm; the ratio of the inner diameters of the water-pressure jet grouting cut-drilling segment and the cement-paste-pressure jet grouting cut-drilling segment is within the range of 0.2-0.4.
  • the amount of the cement paste used is controlled to be 1.0-2 ton such that the content of the cement mixed in the cement soil reserved in the cement-paste-pressure jet grouting cut-drilling segment reaches 30%-40%.
  • the content of the cement paste used is controlled to be 1-1.5 ton such that the content of the cement mixed in the cement soil reserved in the cement-paste-pressure jet grouting cut-drilling segment reaches 15%-30%.
  • the cement soil in the cement-paste jet grouting cut-drilling segment gets hardened and fixes an anchor cable carrier and anchor cables; and when the hardening strength of the cement soil meets the tensioning and locking strength of a pressure type anchor, the maintenance period of the cements does not exceed 20 days.
  • the content of the cement mixed in the cement soil in the cement-paste-pressure jet grouting cut-drilling segment is determined according to the mass percentage of the soil body in the cement-paste-pressure jet grouting cut-drilling segment as required in the design.
  • the mass of the soil body per stere is generally 1,600-2,000kg.
  • the content of the cement mixed in the cement soil reserved in the cement-paste-pressure jet grouting cut-drilling segment is 30%-40%; and when the soil is sandy soil, the content of the cement mixed in the cement soil reserved in the cement-paste-pressure jet grouting cut-drilling segment is 15%-30%.
  • the drill rod is employed to perform cut-drilling through water-pressure jet grouting and cut-drilling through cement-paste-pressure jet grouting in soil in turn;
  • the cement-paste-pressure jet grouting type cut-drilling is the one-time cut-drilling; when the one-time cut-drilling occurs, the drilling speed of the drill rod is controlled to be 4-8cm/min, and the length of the cement-paste-pressure jet grouting cut-drilling segment is controlled to be 2-4m, so that the maximum inner diameter of the cross section of the cement-paste-pressure jet grouting cut-drilling segment is 600-800mm; the ratio of the inner diameters of the water-pressure jet grouting cut-drilling segment and the cement-paste-pressure jet grouting cut-drilling segment is within the range of 0.2-0.4.
  • the second technical solution provided by the present invention to solve the first technical problem is a structure of a pressure-dispersion type bit expanded anchor, wherein the construction method of a pressure-dispersion type bit expanded anchor according to claim 1 is adopted to respectively form a water-pressure jet grouting cut-drilling segment and a cement-paste-pressure jet grouting cut-drilling segment which communicate with each other from the inside to the outside; the cement paste in the rotary cement-paste-pressure jet grouting cut-drilling segment gets hardened and encloses an anchor cable carrier and an anchor cable; the length of the cement-paste-pressure jet grouting cut-drilling segment is controlled to be 2-4m; the maximum inner diameter of the cross section of the cement-paste-pressure jet grouting cut-drilling segment is 600-800mm; and the ratio of the inner diameters of the water-pressure jet grouting cut-drilling segment and the cement-paste-pressure jet grouting cut-drilling segment is within the range of 0.2-0.4
  • the content of the cement mixed in the cement soil reserved in the cement-paste-pressure jet grouting cut-drilling segment is 30%-40%.
  • the content of the cement mixed in the cement soil reserved in the cement-paste-pressure jet grouting cut-drilling segment is 15%-30%.
  • the anchor cable carriers are at least two carriers which are fixed in the hardened cement soil in the cement-paste jet grouting cut-drilling segment at an interval along the length direction of the cement-paste jet grouting cut-drilling segment;
  • the anchor cables are anchor cables provided with membranes;
  • the anchor cable carriers are hinge type carriers or flat plate type carriers; when the anchor cable carriers are hinge type carriers, anchor cables are coiled on the hinge type carriers in U-shape; and when the anchor cable carriers are flat plate type carriers, each flat plate type carrier is fixed with a fused anchor fixture for holding one end of an anchor cable.
  • the anchor cable carriers is on anchor cable carrier which is fixed in the hardened cement soil in the cement-paste jet grouting cut-drilling segment; the anchor cables are anchor cables provided with membranes; the anchor cable carrier is a hinge type carrier or flat plate type carrier; when the anchor cable carrier is a hinge type carrier, the anchor cable is coiled on the hinge type carrier in U-shape; and when the anchor cable carrier is a flat plate type carrier, the flat plate type carrier is fixed with a fused anchor fixture for holding one end of an anchor cable.
  • the second change of the first technical solution is as follows: The drill rod brings the anchor cable carrier and the anchor cable in when drilling.
  • the third change of the first technical solution is as follows: After the drill rod ends the cut-drilling through cement-paste-pressure jet grouting and then exits, the anchor cable carrier and the anchor cables are brought in the cement-paste jet grouting cut-drilling segment in the non-jet-spouting state.
  • the fourth change of the first technical solution is as follows: The tensioning and locking strength of the pressure-type anchor is greater than 2Mpa.
  • the fifth change of the first technical solution is as follows:
  • the inner diameter of the cross section of the water-pressure jet-spouting cut-drilling segment is 150-200mm.
  • the sixth change of the first technical solution is as follows:
  • the water pressure of the rotary water jet spouting cut-drilling is 2-15MPa; the cement paste pressure of the rotary cement paste jet spouting cut-drilling is 15-30MPa; and the water-cement ratio of the cement paste is 1.0-1.5.
  • the seventh change of the first technical solution is as follows: When the drill rod ends the cut-drilling through cement-paste-pressure jet grouting and then exits after reaching the tail end of the cement-paste-pressure jet grouting cut-drilling segment, the cement-paste-pressure jet grouting cut-drilling segment is supplemented with the cement paste at a low pressure; when the anchor has a waterproof curtain, the cement paste is grouted at a pressure of 0.5-2MPa at the junction of the waterproof curtain.
  • the eighth change of the first technical solution is as follows:
  • the length ratio of the cement-paste jet grouting cut-drilling segment to the water-pressure jet grouting cut-drilling segment is 0.06-0.3.
  • the anchor cable carriers are at least two carriers which are fixed in the hardened cement soil in the cement-paste jet grouting cut-drilling segment at an interval along the length direction of the cement-paste jet grouting cut-drilling segment;
  • the anchor cables are anchor cables provided with membranes;
  • the anchor cable carriers are hinge type carriers or flat plate type carriers; when the anchor cable carriers are hinge type carriers, anchor cables are coiled on the hinge type carriers in U-shape; and when the anchor cable carriers are flat plate type carriers, each flat plate type carrier is fixed with a fused anchor fixture for holding one end of an anchor cable.
  • the second change of the second technical solution is as follows:
  • the anchor cable carriers is on anchor cable carrier which is fixed in the hardened cement soil in the cement-paste jet grouting cut-drilling segment;
  • the anchor cables are anchor cables provided with membranes;
  • the anchor cable carrier is a hinge type carrier or flat plate type carrier; when the anchor cable carrier is a hinge type carrier, the anchor cable is coiled on the hinge type carrier in U-shape; and when the anchor cable carrier is a flat plate type carrier, the flat plate type carrier is fixed with a fused anchor fixture for holding one end of an anchor cable.
  • the third change of the second technical solution is as follows:
  • the length ratio of the cement-paste jet grouting cut-drilling segment to the water-pressure jet grouting cut-drilling segment is 0.06-0.3.
  • the cement used for making the cement paste is cement with a common strength rating or a high-mark cement with a strength rating of 52.5Mpa or above.
  • a construction method of a pressure-dispersion type bit expanded anchor of this embodiment adopts a drill rod to perform cut-drilling through water-pressure jet grouting and cut-drilling through cement-paste-pressure jet grouting in soil in turn to respectively form a water-pressure jet grouting cut-drilling segment 1 and a cement-paste-pressure jet grouting cut-drilling segment 2 which communicate with each other from the inside to the outside, the drill rod ending the cut-drilling through cement-paste-pressure jet grouting and then exiting when reaching the tail end of the cement-paste-pressure jet grouting cut-drilling segment 2.
  • the cement-paste-pressure jet grouting type cut-drilling segment 2 is one-time cut-drilling segment; when the one-time cut-drilling occurs, the drilling speed of the drill rod is controlled to be 4-8cm/min, and the length of the cement-paste-pressure jet grouting cut-drilling segment 2 is controlled to be 2-4m, so that the maximum inner diameter of the cross section of the cement-paste-pressure jet grouting cut-drilling segment is 600-800mm; and the ratio of the inner diameters of the water-pressure jet grouting cut-drilling segment 1 and the cement-paste-pressure jet grouting cut-drilling segment 2 is within the range of 0.2-0.4.
  • the content of the cement paste used is controlled to be 1.0-2 ton such that the content of the cement mixed in the cement soil reserved in the cement-paste-pressure jet grouting cut-drilling segment 2 reaches 30%-40%.
  • the content of the cement paste used is controlled to be 1-1.5 ton such that the content of the cement mixed in the cement soil reserved in the cement-paste-pressure jet grouting cut-drilling segment 2 reaches 15%-30%.
  • the cement soil in the cement-paste jet grouting cut-drilling segment 2 gets hardened and fixes an anchor cable carrier and anchor cables 3; and when the hardening strength of the cement soil meets the tensioning and locking strength of a pressure type anchor, the maintenance period of the cements does not exceed 20 days.
  • the pressure-type anchor of the present invention refers to the pressure-type anchor defined in the Technical Specification for Ground Anchors (Cables) issued by the Standardization Institute of Chinese Construction enacted Technical specification.
  • the anchor cables 3 of the present invention can be steel strands, etc.
  • the anchor cables 3 are provided with membranes.
  • the anchor cables 3 provided with the membranes can be steel strands sheathed with plastic.
  • the stepping speed of the drill rod of the cement-paste jet grouting cut-drilling segment 2 of a traditional jet spouting anchor is 20-40cm/min, and the length of the cement-paste jet grouting cut-drilling segment 2 is 8-12m; sometimes, jet spouting is executed one more time at a segment which is 0.5-1m away from the end of the cement-paste jet grouting cut-drilling segment 2; the inner diameter of the cross section of the cement-paste jet grouting cut-drilling segment 2 is 200-300mm, and the content of the cement mixed in the cement soil reserved in the cement-paste jet grouting cut-drilling segment 2 is 12%-18%.
  • the stepping speed of the drill rod of the cement-paste jet grouting cut-drilling segment 2 of the pressure-dispersion type bit expanded anchor is 4-8cm/min; the maximum inner diameter of the cross section of the cement-paste jet grouting cut-drilling segment 2 is 600-800mm; when the soil is clay, silty clay or floury soil, the content of the cement mixed in the cement soil reserved in the cement-paste-pressure jet grouting cut-drilling segment reaches 30%-40%; and when the soil is sandy soil, and the content of the cement mixed in the cement soil reserved in the cement-paste-pressure jet grouting cut-drilling segment reaches 15%-30%.
  • the anchor cable carriers are at least two carriers which are fixed in the hardened cement soil in the cement-paste jet grouting cut-drilling segment 2 at an interval along the length direction of the cement-paste jet grouting cut-drilling segment 2;
  • the anchor cables 3 are anchor cables provided with membranes;
  • the anchor cable carriers are hinge type carriers or flat plate type carriers; when the anchor cable carriers are hinge type carriers, anchor cables 3 are coiled on the hinge type carriers in U-shape; and when the anchor cable carriers are flat plate type carriers, each flat plate type carrier is fixed with a fused anchor fixture for holding one end of an anchor cable 3.
  • the anchor cable carriers may be two, three or more.
  • the drill rod brings the anchor cable carrier and the anchor cables 3 in when drilling.
  • the tensioning and locking strength of the pressure type anchor is greater than 2Mpa.
  • the inner diameter of the cross section of the water-pressure jet spouting cut-drilling segment 1 is 150-200mm.
  • the water pressure of the rotary water jet spouting cut-drilling is 2-15MPa; the cement paste pressure of the rotary cement paste jet spouting cut-drilling is 15-30MPa; and the water-cement ratio of the cement paste is 1.0-1.5.
  • the cement-paste-pressure jet grouting cut-drilling segment 2 is supplemented with the cement paste at a low pressure; when the anchor has a waterproof curtain, the cement paste is grouted at a pressure of 0.5-2MPa at the junction of the waterproof curtain.
  • the length ratio of the cement-paste jet grouting cut-drilling segment 2 to the water-pressure jet grouting cut-drilling segment 1 is 0.06-0.3.
  • a structure of a pressure-dispersion type bit expanded anchor is provided in this embodiment, wherein the construction method of a pressure-dispersion type bit expanded anchor is adopted to respectively form a water-pressure jet grouting cut-drilling segment 1 and a cement-paste-pressure jet grouting cut-drilling segment 2 which communicate with each other from the inside to the outside; the cement paste in the rotary cement-paste-pressure jet grouting cut-drilling segment 2 gets hardened and encloses an anchor cable carrier and an anchor cable 3; the length of the cement-paste-pressure jet grouting cut-drilling segment 2 is controlled to be 2-4m; the maximum inner diameter of the cross section of the cement-paste-pressure jet grouting cut-drilling segment is 600-800mm; and the ratio of the inner diameters of the water-pressure jet grouting cut-drilling segment 1 and the cement-paste-pressure jet grouting cut-drilling segment 2 is within the range of 0.2-0.4.
  • the content of the cement mixed in the cement soil reserved in the cement-paste-pressure jet grouting cut-drilling segment 2 is 30%-40%.
  • the content of the cement mixed in the cement soil reserved in the cement-paste-pressure jet grouting cut-drilling segment is 15%-30%.
  • the anchor cable carriers in this embodiment are at least two carriers which are fixed in the hardened cement soil in the cement-paste jet grouting cut-drilling segment 2 at an interval along the length direction of the cement-paste jet grouting cut-drilling segment 2; the anchor cables 3 are anchor cables provided with membranes; the anchor cable carriers are hinge type carriers or flat plate type carriers; when the anchor cable carriers are hinge type carriers, anchor cables 3 are coiled on the hinge type carriers in U-shape; and when the anchor cable carriers are flat plate type carriers, each flat plate type carrier is fixed with a fused anchor fixture for holding one end of an anchor cable 3.
  • the anchor cable carriers may be two, three or more.
  • the length ratio of the cement-paste jet grouting cut-drilling segment 2 to the water-pressure jet grouting cut-drilling segment 1 is 0.06-0.3.
  • the cement used for making the cement paste is cement with a common strength rating or a high-mark cement with a strength rating of 52.5Mpa or above.
  • the construction method and the structure of the pressure-dispersion type bit expanded anchor rod in this embodiment are compared with those of the traditional jet spouting anchor, as shown in table 1: Table 1 Characteristics Pressure-dispersion type bit expanded anchor rod in this embodiment Traditional jet spouting anchor Steel strand Not adhesive Adhesive Stressing mechanism Pressure type Tension type Early cement strength High Low Recyclable through core dismantling Recyclable Not recyclable Length of the water-pressure jet grouting cut-drilling segment Long Short Displacement control performance High Low
  • the cement-paste jet grouting cut-drilling segment 2 has a small length, a large diameter and a high cement content and is quick in cement hardening, directly improving the structure strength of the pressure-dispersion type bit expanded anchor and the early strength of the structure of the pressure-dispersion type bit expanded anchor, in particular improving the early anti-pulling capability of the cement-paste jet grouting cut-drilling segment 2.
  • the maintenance time for the cement soil strength of the cement-paste-pressure jet grouting cut-drilling segment to increase to the designed strength is reduced.
  • the cement soil strength age of the silty clay increases.
  • the strength of the cement soil can reach design requirements after 7-15 days, equivalent to the strength of the traditional jet spouting anchor after 28-50 days.
  • the strength of the cement soil of the pressure-dispersion type bit expanded anchor of the present invention is far higher than the strength of the cement soil of the traditional jet spouting anchor.
  • the anchor cable carrier is an anchor cable carrier fixed in the hardened cement soil in the cement-paste jet grouting cut-drilling segment 2;
  • the anchor cables 3 are anchor cables provided with membranes;
  • the anchor cable carriers are hinge type carriers or flat plate type carriers; when the anchor cable carriers are hinge type carriers, anchor cables 3 are coiled on the hinge type carriers in U-shape; and when the anchor cable carriers are flat plate type carriers, each flat plate type carrier is fixed with a fused anchor fixture for holding one end of an anchor cable 3.
  • the anchor cable carrier and the anchor cables 3 are brought into the cement-paste jet grouting cut-drilling segment 2 in the non-jet-spouting state; a casing technology can be employed to bring the anchor cable carrier and the anchor cables 3 into the cement-paste jet grouting cut-drilling segment 2, or the drill rod can be used to bring the anchor cable carrier and the anchor cables 3 into the cement-paste jet grouting cut-drilling segment 2, etc.
  • the anchor cable carrier is an anchor cable carrier fixed in the hardened cement soil in the cement-paste jet grouting cut-drilling segment 2; the anchor cables 3 are anchor cables provided with membranes; the anchor cable carriers are hinge type carriers or flat plate type carriers; when the anchor cable carriers are hinge type carriers, anchor cables 3 are coiled on the hinge type carriers in U-shape; and when the anchor cable carriers are flat plate type carriers, each flat plate type carrier is fixed with a fused anchor fixture for holding one end of an anchor cable 3.
  • Technical solutions made by equivalent substitution shall all fall within the protective scope of the claims of the present invention.

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Piles And Underground Anchors (AREA)
EP15795723.4A 2014-05-21 2015-05-11 Konstruktionsverfahren und struktur für druckverteilenden expansionskopfankerstab Not-in-force EP3147410B1 (de)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN201410216623.2A CN104032737B (zh) 2014-05-21 2014-05-21 压力分散型扩大头锚杆的施工方法及结构
PCT/CN2015/078695 WO2015176614A1 (zh) 2014-05-21 2015-05-11 压力分散型扩大头锚杆的施工方法及结构

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EP3147410A1 true EP3147410A1 (de) 2017-03-29
EP3147410A4 EP3147410A4 (de) 2017-04-12
EP3147410B1 EP3147410B1 (de) 2017-12-27

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EP (1) EP3147410B1 (de)
JP (1) JP6285078B2 (de)
CN (1) CN104032737B (de)
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