CONSTRUCTION METHOD AND STRUCTURE OF PRESSURE DISPERSING EXPANSION HEAD ANCHOR ROD

Description

BACKGROUND OF THE INVENTION

TECHNICAL FIELD

[0001] 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.

DESCRIPTION OF THE RELATED ART

[0002] 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. Limited by the low strength of the cement soil of the anchoring segment, 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.

[0003] 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.

[0004] See FIG. 1 and FIG. 2. 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.

[0005] During construction, due to the needs of the construction period, the maintenance period of the anchor is merely about 7-21 days. In this way, 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. After making tests repeatedly, the applicant found that the traditional jet spouting anchor has the following problems:

[0006] 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. Besides, the cement 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. For this reasons, in order to provide sufficient pulling bearing capability, 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.

[0007] GB 1304916A relates to a device for making holes to accommodate pile anchors or other anchoring devices, comprising a tube replaceably containing a ram tool consisting of a shaft, a cylindrical portion which is a sliding fit in the tube, and a ramming point. The bottom of the tube may have a cutting edge or as shown a wedge piece. Impacts are applied to a block on top of the tube and tool. On reaching different strata the ram tool may be replaced by a flushing lance or a drill or auger. The anchoring device comprises a drill or auger inserted in the hole and surrounded by a hardening mass with optionally tube being removed.

BRIEF SUMMARY OF THE INVENTION

[0008] 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.

[0009] 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.

[0010] 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.

[0011] 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∼8crnlmin, 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.

[0012] When the soil is clay, silty clay or floury soil, 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%.

[0013] when the soil is sandy soil, 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%.

[0014] 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.

[0015] In the present invention, 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. 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 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%.

[0016] According to the present invention, 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.

[0017] 1) The present invention provides a pressure type anchor, while the traditional jet spouting anchor is a tension type anchor, different in the stressing mechanism. The anti-pulling resistance of the anchor provided by the present invention depends on the lateral friction force of the hardened cement soil in the cement-paste-pressure jet spouting cut-drilling segment and the end bearing capability generated by the cross section of the hardened cement soil, greatly improving the anti-pulling capability. The technology can be utilized in a stable soil layer as an anchoring segment, thereby giving a full play to the end bearing capability of the pressure-type anchor and ensuing small discreteness of the anti-pulling force.

[0018] 2) The drilling speed of the drill rod in the present invention is controlled to be 4-8cm/min, far smaller than the jet spouting cut-drilling speed of the traditional jet spouting anchor, so the maximum inner diameter of the cross section of the cement-paste-pressure jet spouting cut-drilling segment is 600-800mm. In this way, the bearing capability of a single anchor cable is enhanced, increasing safety rating and improving the initial pre-stress of the anchor at the same time. Therefore, the deformation of supporting and protecting structures can be better controlled.

[0019] 3) The cement-paste-pressure jet spouting cut-drilling of the present invention is one-time drilling, and the cement-paste-pressure jet spouting cut-drilling of the traditional jet spouting anchor is two-level drilling. The present invention reduces the drilling times.

[0020] 4) 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%, far higher than the content of the mixed cement mixed in the cement paste in the traditional jet spouting anchor structure, equivalent to that, without increase in the cement amount, the cement is completely used in a 2-4m cement-paste-pressure jet grouting cut-drilling segment to perform high-cement-ratio jet spouting replacement in the present invention. The present invention directly gets the point, so the cement-paste-pressure jet grouting cut-drilling segment has advantages of a small length, a large diameter and a high cement ratio, directly enhancing the cement soil strength and early strength of the anchoring segment of the anchor of the present invention. During actual engineering construction, 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, and the long-existing problems of low cement soil strength and low early strength of the traditional jet spouting anchor, and problem of failure to manufacture the pressure are completely solved.

[0021] 5) The cement paste in the cement-paste-pressure jet grouting cut-drilling segment overflows to fill in a part of the water-pressure jet spouting cut-drilling segment, and the content of the mixed cement of the part in the water-pressure jet spouting cut-drilling segment is (5%-10%), so the strength is higher than the original soil.

[0022] 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:

[0023] 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 is 30%-40%.

[0024] 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%.

[0025] In order to solve the second technical problem, the present invention makes the following improvement on the above technical solution: 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.

[0026] 1) 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; and the anchor cable carriers are hinge type carriers or flat plate type carriers; when the anchor cable carriers are hinge type carriers, anchor cable. Compared with the prior art where a single anchor cable carrier fixes a plurality of anchor cables, the stress is dispersed when at least two anchor cable carrier is adopted, so the anchor belongs to a load-dispersing type anchor. 2) When the anchor cable carriers are hinge type carriers, anchor cables are coiled on the hinge type carriers in U-shape, and after the engineering construction is ended, one end of each of the anchor cables can be released through the hinge type carrier to recover the anchor cables; when the 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, and after the engineering construction is ended, one end of each of the anchor cables can be released through the fused anchor fixture, which means that the present invention can recover the anchor cables by dismantling the core, and the traditional jet spouting anchor cannot recover the anchor cables by dismantling the core. 3) The anchor is provided with membranes, and the anchor cables are non-adhesive anchor cables, so all the front ends of all the anchor cable carriers are free ends, capable improving the requirements for the initial pre-stress on the anchor of the present invention (1.1 times the designed value, 1.0 time higher than the standard value), thereby realizing testing of every cable, reducing the pit displacement and achieving the effect safer than supports.

[0027] The first change of the first 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.

[0028] 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.

[0029] 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.

[0030] 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.

[0031] 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.

[0032] 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.

[0033] 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.

[0034] 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.

[0035] The first change of the second technical solution is as follows: 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.

[0036] 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.

[0037] 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.

[0038] As a change of the above technical solution: 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.

[0039] The applicant found that, compared with cements with a common strength rating, for example, the cement with a rating of P.o.42.5, the high-mark cement with a strength rating 52.5Mpa or above can obviously improve the early bearing capability of the anchor and improve the early strength of the anchor.

BRIEF DESCRIPTION OF THE SEVERAL VIEWS OF THE DRAWINGS

[0040] The present invention is described in further detail with reference to the attached drawings.

FIG. 1 is a structural view of a traditional jet-spouting anchor.

FIG. 2 is a structural view of a foundation pit support formed by the traditional jet-spouting anchor and concrete pile walls.

FIG. 3 is structural view of a pressure-dispersion type bit expanded anchor according to an embodiment of the present invention.

FIG. 4 is a structural view of a foundation pit support formed by the pressure-dispersion type bit expanded anchor and concrete pile walls.

FIG. 5 is a schematic view of structures of a water-pressure jet spouting cut-drilling segment and a cement-paste-pressure jet spouting cut-drilling segment of the traditional jet spouting anchor.

FIG. 6 is a schematic view of structures of a water-pressure jet spouting cut-drilling segment and a cement-paste-pressure jet spouting cut-drilling segment of the pressure-dispersion type bit expanded anchor of the present invention.

FIG. 7 is a comparison diagram of the strength-age increase of the structure of the pressure-dispersion type bit expanded anchor of the present invention and the structure of the traditional jet spouting anchor.

DETAILED DESCRIPTION OF THE INVENTION

EMBODIMENT

[0041] A construction method of a pressure-dispersion type bit expanded anchor of this embodiment, as shown in FIG. 3 and FIG. 4, 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.

[0042] 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.

[0043] When the soil is clay, silty clay or floury soil, 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%.

[0044] When the soil is sandy soil, 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%.

[0045] 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.

[0046] 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.

[0047] 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.

[0048] As shown in FIG. 5 and FIG. 6, 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%. According to the present invention, 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%.

[0049] According to the construction method of the pressure-dispersion type bit expanded anchor in this embodiment, 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.

[0050] According to the construction method of the pressure-dispersion type bit expanded anchor in this embodiment, the drill rod brings the anchor cable carrier and the anchor cables 3 in when drilling.

[0051] According to the construction method of the pressure-dispersion type bit expanded anchor in this embodiment, the tensioning and locking strength of the pressure type anchor is greater than 2Mpa.

[0052] According to the construction method of the pressure-dispersion type bit expanded anchor in this embodiment, the inner diameter of the cross section of the water-pressure jet spouting cut-drilling segment 1 is 150-200mm.

[0053] According to the construction method of the pressure-dispersion type bit expanded anchor in this embodiment, 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.

[0054] According to the construction method of the pressure-dispersion type bit expanded anchor in this embodiment, 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 2, 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.

[0055] According to the construction method of the pressure-dispersion type bit expanded anchor in this embodiment, 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.

[0056] 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.

[0057] 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 2 is 30%-40%.

[0058] 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%.

[0059] 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.

[0060] In this embodiment, 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.

[0061] In this embodiment, 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.spa or above.

[0062] 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

[0063] It can be seen that, by the construction method and structure of the pressure-dispersion type bit expanded anchor in this embodiment, 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. During actual engineering construction, 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.

[0064] When the construction method and structure of the pressure-dispersion type bit expanded anchor in this embodiment are applied to the silty clay soil, the cement soil strength age of the silty clay increases. As shown in FIG. 7, by the structure of the pressure-dispersion type bit expanded anchor of the present invention, 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. Moreover, in the same maintenance age, 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.

[0065] The present invention is not limited to the above embodiment. For example: 1) Of course, when the construction method of the pressure-dispersion type bit expanded anchor in this embodiment adopts one anchor cable carrier, 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. 2) According to the construction method of the pressure-dispersion type bit expanded anchor in this embodiment, after the drill rod ends the cut-drilling through cement paste jet spouting and exits, 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. 3) 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.

Claims

1. A construction method of a pressure-dispersion type bit expanded anchor, a drill rod performing 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, wherein
cement soil in the cement-paste jet grouting cut-drilling segment 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;
characterized in that 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;
when the soil is clay, silty clay or floury soil, 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%;
when the soil is sandy soil, the amount 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%;.

2. The construction method of a pressure-dispersion type bit expanded anchor according to claim 1, wherein 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.

3. The construction method of a pressure-dispersion type bit expanded anchor according to claim 1, wherein 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.

4. The construction method of a pressure-dispersion type bit expanded anchor according to claim 1, 2 or 3, wherein the drill rod brings the anchor cable carrier and the anchor cable in when drilling.

5. The construction method of a pressure-dispersion type bit expanded anchor according to claim 1, 2 or 3, wherein 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.

6. The construction method of a pressure-dispersion type bit expanded anchor according to claim 1, 2 or 3, wherein 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.

7. The construction method of a pressure-dispersion type bit expanded anchor according to claim 1, 2 or 3, wherein 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.

8. The construction method of a pressure-dispersion type bit expanded anchor according to claim 1, 2 or 3, wherein 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.

9. The construction method of a pressure-dispersion type bit expanded anchor according to claim 1, 2 or 3, wherein 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.

10. A structure of a pressure-dispersion type bit expanded anchor according to claim 1, the construction method of a pressure-dispersion type bit expanded anchor being 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 getting hardened and enclosing an anchor cable carrier and an anchor cable, characterized in that, 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; 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;
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 is 30%-40%;
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%.

11. The structure of a pressure-dispersion type bit expanded anchor according to claim 10, wherein 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.

12. The structure a pressure-dispersion type bit expanded anchor according to claim 10, wherein 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.

13. The structure a pressure-dispersion type bit expanded anchor according to claim 10, 11 or 12, wherein 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.

14. The structure a pressure-dispersion type bit expanded anchor according to claim 10, 11 or 12, wherein 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 525Mpa or above.

Ansprüche

1. Konstruktionsverfahren für einen druckverteilenden Expansionskopf-Ankerstab, wobei eine Bohrstange ein Schneidbohren durch Wasser-Druckdüsenstrahlmethode und ein Schneidbohren durch Zementleim-Druckdüsenstrahlmethode im Boden abwechselnd durchführt, um jeweils ein Wasser-Druckdüsenstrahlmethoden-Schneidbohrsegment (1) und ein Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegment (2) auszubilden, die miteinander von Innen nach Außen in Verbindung stehen, wobei die Bohrstange das Schneidbohren durch Zementleim-Druckdüsenstrahlmethode beendet und dann verlässt, wenn das hintere Ende des Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegments erreicht wird,
wobei der Zementboden in dem Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegment ausgehärtet wird und einen Ankertrossenträger sowie Ankertrossen (3) fixiert; und wenn der Aushärtungsgrad des Zementbodens die Spannungs- und Blockierungsstärke eines Drucktypischen Ankers erreicht, das Wartungsintervall nicht über 20 Tage hinausgeht;
dadurch gekennzeichnet, dass die Zementleim-Druckdüsenstrahlmethodenart einem Einmal-Schneidbohren entspricht; und wenn das Einmal-Schneidbohren erfolgt, die Bohrgeschwindigkeit des Bohrgestänges auf 4-8 cm/min reguliert wird und die Länge des Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegments auf 2-4 m reguliert wird, so dass der maximale Innendurchmesser des Querschnitts des Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegments 600-800 mm beträgt; wobei das Verhältnis der Innendurchmesser des Wasser-Druckdüsenstrahlmethoden-Schneidbohrsegments und des Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegments in dem Bereich von 0,2 - 0,4 liegt
wobei, wenn der Boden aus Ton, schlammigem Ton oder mehligem Boden besteht, die Menge an verwendeter Zementleim auf 1,0-2 Tonnen reguliert wird, so dass der Gehalt an Zement, der im Zementboden eingemischt und in dem Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegments zurückgehalten wird, 30% - 40% erreicht;
wobei, wenn der Boden aus sandigem Boden besteht, die Menge an verwendeter Zementleim auf 1-1,5 Tonnen reguliert wird, so dass der Gehalt an Zement, der im Zementboden eingemischt und in dem Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegments zurückgehalten wird, 15% - 30% erreicht.

2. Konstruktionsverfahren für einen druckverteilenden Expansionskopf-Ankerstab, wobei nach Anspruch 1, wobei die Ankertrossenträger zumindest zwei Träger aufweist, die im gehärteten Zementboden in den Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegment im Abstand längs der Längsrichtung des Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegment fixiert sind; wobei die Ankertrossen mit Membranen versehen werden; wobei die Ankertrossenträger Scharnier-artige oder Flachplatten-artige Träger sind; wobei, wenn die Ankertrossenträger Scharnier-artige Träger sind, Ankertrossen auf den Scharnier-artigen Trägern aufgewickelt werden in U-Form; und wenn die Ankertrossenträger Flachplatten-artige Träger sind, jeder Flachplatten-artige Träger mit einer fusionierten Ankerbefestigungg fixiert wird zum Halten eines Endes der Ankertrosse.

3. Konstruktionsverfahren für einen druckverteilenden Expansionskopf-Ankerstab nach Anspruch 1, die Ankertrossenträger sich auf einem Ankertrossenträger befinden, der in dem ausgehärteten Zementboden in dem Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegment fixiert wird; wobei die Ankertrossen mit Membranen versehen werden; wobei der Ankertrossenträger ein Scharnier-artiger oder Flachplatten-artiger Träger ist; wobei, wenn der Ankertrossenträger ein Scharnier-artiger Träger ist, die Ankertrosse auf den Scharnier-artigen Träger aufgewickelt wird in U-Form; und wenn der Ankertrossenträger ein Flachplatten-artiger Träger ist, der Flachplatten-artige Träger mit einer fusionierten Ankerbefestigungg fixiert wird zum Halten eines Endes der Ankertrosse.

4. Konstruktionsverfahren für einen druckverteilenden Expansionskopf-Ankerstab, wobei nach Anspruch 1, 2 oder 3, wobei wenn die Bohrstange den Ankertrossenträger und die Ankertrosse einbringt während des Bohrens.

5. Konstruktionsverfahren für einen druckverteilenden Expansionskopf-Ankerstab, wobei nach Anspruch 1, 2 oder 3, wobei nachdem die Bohrstange das Schneidbohren durch Zementleim-Druckdüsenstrahlmethode beendet und dann verlassen hat, werden der Ankertrossenträger und die Ankertrosse in das Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegment in dem nicht-Düsenstrahlausstoßenden Zustand eingebracht.

6. Konstruktionsverfahren für einen druckverteilenden Expansionskopf-Ankerstab nach Anspruch 1, 2 oder 3, wobei der Wasserdruck des rotierenden Wasser-Düsenstrahlausstoß-Schneidbohrens 2-15 MPa beträgt; wobei der Zementleimdruck des rotierenden Zementleim-Düsenstrahlausstoß-Schneidbohrens 15-30 MPa beträgt; und wobei das Wasser-Zement-Verhältnis der Zementleim 1,0-1,5 beträgt.

7. Konstruktionsverfahren für einen druckverteilenden Expansionskopf-Ankerstab nach Anspruch 1, 2 oder 3, wobei, wenn die Bohrstange das Schneidbohren durch Zementleim-Druckdüsenstrahlmethode beendet und dann verlassen hat, nachdem das hintere Ende des Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegments erreicht wurde, wird das Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegment mit Zementleim bei geringem Druck ergänzt; und wenn der Anker einen wasserdichten Vorhang aufweist, wird der Zementleim bei einem Druck von 0,5-2 MPa an der Verbindungsstelle des wasserdichten Vorhangs verpresst.

8. Konstruktionsverfahren für einen druckverteilenden Expansionskopf-Ankerstab nach Anspruch 1, 2 oder 3, wobei das Längenverhältnis des Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegments zum Wasser-Druckdüsenstrahlmethoden-Schneidbohrsegment 0,06-0,3 beträgt.

9. Konstruktionsverfahren für einen druckverteilenden Expansionskopf-Ankerstab nach Anspruch 1, 2 oder 3, wobei der Zement, der zur Herstellung des Zementleims verwendet wird, ein Zement ist, der eine allgemeine Festigkeitseinstufung aufweist oder ein hochwertiger Zement mit einer Festigkeitseinstufung von 52.5Mpa oder höher ist.

10. Struktur eines druckverteilenden Expansionskopf-Ankerstabe nach Anspruch 1, wobei das Konstruktionsverfahren für einen druckverteilenden Expansionskopf-Ankerstab übernommen worden ist, um jeweils ein Wasser-Druckdüsenstrahlmethoden-Schneidbohrsegment (1) und ein Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegment (2) auszubilden, die miteinander von Innen nach Außen in Verbindung stehen, wobei der Zementleim in dem rotierenden Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegment ausgehärtet wird und einen Ankertrossenträger sowie eine Ankertrosse umgibt, dadurch gekennzeichnet, dass die Länge des Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegments auf 2-4 m reguliert wird; wobei der maximale Innendurchmesser des Querschnitts des Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegments 600-800 mm beträgt; wobei das Verhältnis der Innendurchmesser des Querschnitts des Zement-Druckdüsenstrahlmethoden-Schneidbohrsegments 600-800 mm beträgt; wobei das Verhältnis der Innendurchmesser des Wasser-Druckdüsenstrahlmethoden-Schneidbohrsegments und des Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegments in dem Bereich von 0,2 - 0,4 liegt;
wobei, wenn der Boden aus Ton, schlammigem Ton oder mehligem Boden besteht, der Gehalt an Zement, der im Zementboden eingemischt und in dem Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegments zurückgehalten wird, 30% - 40% erreicht;
wobei, wenn der Boden aus sandigem Boden besteht, der Gehalt an Zement, der im Zementboden eingemischt und in dem Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegments zurückgehalten wird, 15%-30% erreicht.

11. Struktur eines druckverteilenden Expansionskopf-Ankerstabe nach Anspruch 10, wobei der Ankertrossenträger zumindest zwei Träger aufweist, die im gehärteten Zementboden in den Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegment im Abstand längs der Längsrichtung des Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegment fixiert sind; wobei die Ankertrossen mit Membranen versehen werden; wobei die Ankertrossenträger Scharnier-artige oder Flachplatten-artige Träger sind; wobei, wenn die Ankertrossenträger Scharnier-artige Träger sind, Ankertrossen auf den Scharnier-artigen Trägern aufgewickelt werden in U-Form; und wenn die Ankertrossenträger Flachplatten-artige Träger sind, jeder Flachplatten-artige Träger mit einer fusionierten Ankerbefestigungg fixiert wird zum Halten eines Endes der Ankertrosse.

12. Struktur eines druckverteilenden Expansionskopf-Ankerstabe nach Anspruch 10, wobei die Ankertrossenträger sich auf einem Ankertrosseträger befinden, der in dem ausgehärteten Zementboden in dem Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegment fixiert wird; wobei die Ankertrossen mit Membranen versehen werden; wobei der Ankertrossenträger ein Scharnier-artiger oder Flachplatten-artiger Träger ist; wobei, wenn der Ankertrossenträger ein Scharnier-artiger Träger ist, die Ankertrosse auf den Scharnier-artigen Träger aufgewickelt wird in U-Form; und wenn der Ankertrossenträger ein Flachplatten-artiger Träger ist, der Flachplatten-artige Träger mit einer fusionierten Ankerbefestigungg fixiert wird zum Halten eines Endes der Ankertrosse.

13. Struktur eines druckverteilenden Expansionskopf-Ankerstabe nach Anspruch 10, 11 oder 12, wobei das Längenverhältnis des Zementleim-Druckdüsenstrahlmethoden-Schneidbohrsegments zum Wasser-Druckdüsenstrahlmethoden-Schneidbohrsegment 0,06-0,3 beträgt.

14. Struktur eines druckverteilenden Expansionskopf-Ankerstabe nach Anspruch 10, 11 oder 12, wobei der Zement, der zur Herstellung des Zementleims verwendet wird, ein Zement ist, der eine allgemeine Festigkeitseinstufung aufweist oder ein hochwertiger Zement mit einer Festigkeitseinstufung von 52.5Mpa oder höher ist.

Revendications

1. Un procédé de construction d'un ancrage expansé à trépan de type à dispersion de pression, une tige de forage effectuant un forage au moyen d'une coulée de jet d'eau sous pression et un forage au moyen d'une coulée de jet de pâte de ciment sous pression dans le sol pour former respectivement un segment de forage d'une coulée de jet d'eau sous pression (1) et un segment de forage d'une coulée de jet de pâte de ciment sous pression (2) communiquant l'un avec l'autre de l'intérieur vers l'extérieur, la tige de forage achevant le forage au travers la coulée de jet de pâte de ciment sous pression et sortant ensuite lorsqu'il atteint l'extrémité arrière du segment de forage de la coulée de jet de pâte de ciment sous pression, dans lequel
le sol de ciment dans le segment de forage de coulée de jet de pâte de ciment durcit et fixe un support de câble d'ancrage et des câbles d'ancrage (3) ; et lorsque la résistance au durcissement du sol de ciment rencontre la résistance à la traction et la force de blocage d'un ancrage de type à pression, la durée d'entretien des ciments ne dépasse pas 20 jours ;
caractérisé en ce que le forage de type à coulée de jet de pâte de ciment sous pression est un forage unique, lorsque le forage unique se produit, la vitesse de perçage de la tige de forage est contrôlée à 4-8cm/min, et la longueur du segment de forage de coulée de jet de pâte de ciment sous pression est contrôlée pour être égale à 2-4m, de sorte que le diamètre intérieur maximal de la section transversale du segment de forage de coulée de jeu de pâte de ciment sous pression est 600 à 800 mm; le rapport entre les diamètres intérieurs du segment de forage de la coulée de jet d'eau sous pression et celui du segment de forage par coulée à jet de pâte ciment sous pression est compris entre 0,2 et 0,4;
lorsque le sol est argileux, limono-argileux ou terreux, la quantité de pâte de ciment utilisée est de 1,0 à 2 tonnes, de telle sorte que la teneur du ciment mélangé dans le sol de ciment réservé au segment de forage par coulée à jet de pâte de ciment sous pression atteint 30% -40%;
lorsque le sol est un sol sablonneux, la quantité de pâte de ciment utilisée est comprise entre 1 et 1,5 tonne, de sorte que la teneur en ciment mélangé dans le sol de ciment réservé au segment de forage par coulée de jet de pâte de ciment sous pression atteint 15 % -30%.

2. Le procédé de construction d'un ancrage expansé à trépan de type à dispersion de pression selon la revendication 1, dans lequel les supports de câbles d'ancrage comportent au moins deux supports qui sont fixés dans le sol de ciment durci dans le segment de forage par coulée de jet à pâte de ciment à un intervalle dans le sens de la longueur du segment de forage par coulée de jet de pâte de ciment ; les câbles d'ancrage sont des câbles d'ancrage munis de membranes ; les supports de câbles d'ancrage sont des supports de type à charnière ou des support de type à plaque plate ; lorsque les supports de câble d'ancrage sont des supports de type à charnière, des câbles d'ancrage sont enroulés sur les supports de type à charnière en forme de U ; et lorsque les supports de câbles d'ancrage sont des supports de type à plaque plate, chaque support de type à plaque plate est fixé avec un dispositif d'ancrage à fusible pour maintenir une extrémité d'un câble d'ancrage.

3. Le procédé de construction d'un ancrage expansé à trépan de type à dispersion de pression selon la revendication 1, dans lequel les supports de câbles d'ancrage comportent un support de câble d'ancrage qui est fixé dans le sol de ciment durci dans le segment de forage par coulée de jet de pâte de ciment, les câbles d'ancrage sont des câbles d'ancrage munis de membranes; le support de câble d'ancrage est un support de type à charnière ou un support de type à plaque plate; lorsque le support de câble d'ancrage est un support de type à charnière, le câble d'ancrage est enroulé sur le support de type à charnière en forme de U; et lorsque le support de câble d'ancrage est un support de type à plaque plate, le support de type à plaque plate est fixé avec un dispositif d'ancrage à fusible pour maintenir une extrémité d'un câble d'ancrage.

4. Le procédé de construction d'un ancrage expansé à trépan de type à dispersion de pression selon la revendication 1, 2 ou 3, dans lequel la tige de forage amène le support de câble d'ancrage et le câble d'ancrage lors du perçage.

5. Le procédé de construction d'un ancrage expansé à trépan de type à dispersion de pression selon la revendication 1, 2 ou 3, dans lequel après que la tige de forage achève le forage par coulée de jet de pâte de ciment sous pression et se retire, le support de câble d'ancrage et les câbles d'ancrage sont apportés dans le segment de forage par coulée de jet de pâte de ciment dans une configuration d'absence de jaillissement.

6. Le procédé de construction d'un ancrage expansé à trépan de type à dispersion de pression selon la revendication 1, 2 ou 3, dans lequel la pression d'eau du forage rotatif par jet à jet d'eau est de 2-15 MPa; la pression de la pâte de ciment du forage rotatif par jet de pâte de ciment est de 15-30MPa: et le rapport eau-ciment de la pâte de ciment est de 1,0-1,5.

7. Le procédé de construction d'un ancrage expansé à trépan de type à dispersion de pression selon la revendication 1, 2 ou 3, dans lequel après que la tige de forage achève le forage par coulée de jet de pâte de ciment sous pression et se retire après avoir atteint l'extrémité de queue du segment de forage par coulée de jet de pâte de ciment sous pression, le segment de forage par coulée de jet de pâte de ciment sous pression est complété avec de la pâte de ciment à faible pression ; lorsque l'ancrage présente un rideau étanche, la pâte de ciment est injectée à une pression de 0.5 à 2 Mpa à la jonction du rideau étanche.

8. Le procédé de construction d'un ancrage expansé à trépan de type à dispersion de pression selon la revendication 1, 2 ou 3, dans lequel le rapport de longueur entre le segment de forage par coulée de jet de pâte de ciment et le segment de forage par coulée de jet d'eau sous pression est de 0,06- 0,3.

9. Le procédé de construction d'un ancrage expansé à trépan de type à dispersion de pression selon la revendication 1, 2 ou 3, dans lequel le ciment utilisé pour fabriquer la pâte de ciment est un ciment ayant un indice de résistance commun ou un ciment à indice élevé d'une résistance nominale de 52,5 MPa ou au-dessus.

10. Une structure d'ancrage expansé à trépan de type à dispersion de pression selon la revendication 1, le procédé de construction d'un ancrage expansé à trépan de type à dispersion de pression étant adopté pour respectivement former un segment de forage par coulée de jet d'eau sous pression et un segment de forage par coulée de pâte de ciment sous pression qui communique l'un avec l'autre de l'intérieur vers l'extérieur, la pâte de ciment dans le segment de forage par coulée de jet de pâte de ciment sous pression se durcissant et comportant un support de câble d'ancrage et un câble d'ancrage, caractérisé que la longueur du segment de forage par coulée de jet de pâte de ciment sous pression est contrôlée pour être de 2 à 4 m; le diamètre intérieur maximal de la section transversale du segment de forage par coulée de jet de ciment sous pression est de 600 à 800 mm; le rapport entre les diamètres intérieurs du segment de forage par coulée de jet d'eau sous pression et celui du segment de forage par coulée de jet de pâte de ciment sous pression est compris entre 0,2 et 0,4;
lorsque le sol est de l'argile, de l'argile limoneux ou un sol farineux, la teneur du ciment mélangé dans le sol de ciment réservé dans le segment de forage par coulée de jet de pâte de ciment sous pression est de 30% à 40%;
lorsque le sol est un sol sablonneux, la teneur en ciment mélangé dans le sol de ciment réservé au segment de forage par coulée de jet de pâte de ciment sous pression est de 15% à 30%.

11. La structure d'un ancrage expansé à trépan de type à dispersion de pression selon la revendication 10, dans laquelle les supports des câbles d'ancrage sont au moins deux supports qui sont fixés dans le sol de ciment durci dans le segment de forage par coulée de jet de pâte de ciment à un intervalle le long de la direction de la longueur du segment de forage par coulée de jet de pâte de ciment ; les câbles d'ancrage sont des câbles d'ancrage munis de membranes; les supports de câbles d'ancrage sont des supports de type à charnière ou des supports de type à plaque plate; lorsque les supports de câbles d'ancrage sont des supports de type à charnière, des câbles d'ancrage sont enroulés sur les supports de type à charnière en forme de U; et lorsque les supports de câbles d'ancrage sont des supports de type à plaque plate, chaque support de type à plaque plate est fixé avec un dispositif d'ancrage à fusible pour maintenir une extrémité d'un câble d'ancrage.

12. La structure d'un ancrage expansé à trépan de type à dispersion de pression selon la revendication 10, dans laquelle les supports de câble d'ancrage comportent un support de câble d'ancrage qui est fixé dans le sol de ciment durci dans le segment de forage par coulée de jet de pâte de ciment; les câbles d'ancrage sont des câbles d'ancrage munis de membranes; le support de câble d'ancrage est un support de type à charnière ou un support de type à plaque plate; lorsque le support de câble d'ancrage est un support de type à charnière, le câble d'ancrage est enroulé sur le support de type à charnière suivant une forme de U; et lorsque le support de câble d'ancrage est un support de type à plaque plate, le support de type à plaque plate est fixé avec un dispositif d'ancrage à fusible pour maintenir une extrémité d'un câble d'ancrage.

13. La structure d'un ancrage expansé à trépan de type à dispersion de pression selon la revendication 10, 11 ou 12, dans laquelle le rapport de longueur entre le segment de forage par coulée de jet de pâte de ciment et le segment de forage par coulée de jet d'eau est de 0,06-0,3.

14. La structure d'un ancrage expansé à trépan de type à dispersion de pression selon la revendication 10, 11 ou 12, dans laquelle le ciment utilisé pour fabriquer la pâte de ciment est un ciment ayant un indice de résistance commun ou un ciment à indice élevé d'une résistance de 52,5 MPa ou plus.

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