WO2015176614A1 - 压力分散型扩大头锚杆的施工方法及结构 - Google Patents

压力分散型扩大头锚杆的施工方法及结构 Download PDF

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Publication number
WO2015176614A1
WO2015176614A1 PCT/CN2015/078695 CN2015078695W WO2015176614A1 WO 2015176614 A1 WO2015176614 A1 WO 2015176614A1 CN 2015078695 W CN2015078695 W CN 2015078695W WO 2015176614 A1 WO2015176614 A1 WO 2015176614A1
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Prior art keywords
cement
anchor
pressure
anchor cable
cement slurry
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PCT/CN2015/078695
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English (en)
French (fr)
Inventor
周建明
程良奎
范慧菊
杜明祥
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苏州市能工基础工程有限责任公司
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Application filed by 苏州市能工基础工程有限责任公司 filed Critical 苏州市能工基础工程有限责任公司
Priority to JP2017513296A priority Critical patent/JP6285078B2/ja
Priority to EP15795723.4A priority patent/EP3147410B1/en
Publication of WO2015176614A1 publication Critical patent/WO2015176614A1/zh

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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 invention relates to a construction method of a rotary spray anchor and a structure of a rotary spray anchor, and belongs to the technical field of drilling of a soil layer of a fixed building.
  • Rotary spray anchor pile is an effective soil support and reinforcement technology. It has been widely used at home and abroad, and has the advantages of low cost and fast efficiency.
  • the traditional rotary spray anchor has an anchorage section of 5 to 10 meters.
  • the cement content of the anchorage section is about 12% to 18%.
  • the strength of the cement soil is generally low at 7 to 30 days. Due to the low strength, the anchor The rod cannot be made into a pressure type anchor, and can only be made into a tension type anchor.
  • the pullout force of the bolt is provided by the side friction between the anchoring section and the soil, and is limited by the low strength of the cement soil of the anchoring section.
  • the pullout resistance of the rod is also generally low, especially in the soft soil layer, which can no longer meet the requirements of the project for the bolt to meet the tension standard in the short curing period.
  • the tension type anchor cable does not have the conditions for core recovery. Therefore, the traditional rotary spray anchor cannot be recovered by core removal.
  • the traditional rotary spray anchor has been plagued by low pullout force and unremovable core recovery, which seriously affects the rotary spray. The application of the anchor.
  • the traditional rotary spray anchor construction method is as follows: 1) Using a three-page drill bit for water jetting, the hole diameter is 150-200 mm, the rotary jet is deep to the bottom of the anchor rod, and the water has no pressure; 2) the drill pipe and the drill bit are withdrawn, and the high pressure nozzle is used. The drill pipe pushes the rod into the anchor hole; 3) after being pushed into place, the high-pressure cement slurry is sprayed at a pressure of 15 to 25 MPa, and the rotary drill is used to exit the drill pipe, and the rotary spray portion is the anchorage segment in the conventional sense.
  • the anchoring section is 8 to 12 meters. At the anchoring end, the rotation is sometimes increased by about 0.5 to 1 meter. The anchoring section has a cement content of 110 kg per meter. 4) After the end of the anchoring section, the drill pipe is withdrawn.
  • the structure of the foundation rotary pit bolt and the concrete pile wall forming the foundation pit support including the water pressure rotary jet cutting drilling section 1 and the cement slurry pressure rotary cutting cutting drilling section 2, the cement slurry pressure rotation
  • the cement slurry in the jet cutting drilling section 2 hardens and wraps the anchor cable carrier plate and anchor cable At one end of the 3, the other end of the anchor cable 3 is sprayed through the water pressure to cut the drilling section 1 and is fixed on the anchor head.
  • the anchor maintenance period is only about 7 to 21 days, so the early strength of the bolt refers to the strength of the cement soil in the cement slurry pressure rotary cutting section 2 of 7 to 21 days.
  • the applicant found that the traditional rotary spray anchor has the following problems:
  • the cement slurry pressure rotary jet cutting drilling section 2 drill pipe drilling speed is 25 ⁇ 50cm / min, the drill pipe rotary drilling speed is fast, the formed cement slurry pressure rotary jet cutting drill
  • the maximum inner diameter of the cross section of the inlet section 2 is not much different from the cross-sectional inner diameter of the water pressure rotary jet cutting drilling section 1.
  • the cement slurry of the conventional rotary jetting bolt is sprayed into the cement slurry of the drilling section 2 The amount is 12% to 18%.
  • the pull-out force of the traditional rotary-jet anchor is generated by the frictional resistance between the pile and the soil.
  • the length of the slurry pressure rotary jet cutting section 2 is made longer, which causes the cement slurry in the slurry pressure rotary cutting section 2 to harden very hard, so that the early spin-on bolt has low strength and cannot provide enough.
  • the uplift bearing capacity, so the anchor has low pullout resistance.
  • the first technical problem to be solved by the present invention is that, in view of the deficiencies of the prior art, a construction method and structure of a pressure-distributed enlarged head bolt with high strength in early stage of cement soil hardening and high pull-out bearing capacity are proposed.
  • the second technical problem to be solved by the present invention is that, based on solving the first technical problem, a construction method and structure of a pressure-distributed enlarged head bolt for detachable core recovery of a cable are proposed.
  • a construction method of a pressure-dispersed enlarged head anchor which uses a drill pipe to sequentially perform water pressure rotary jet cutting drilling and cement in the soil layer.
  • Slurry pressure rotary jet cutting drilling formed from the outside to the inside
  • the water pressure rotary jet cutting drilling section and the cement slurry pressure rotary cutting drilling section are connected, and the drill pipe reaches the end of the cement slurry pressure rotary cutting cutting section, and ends the cement slurry pressure rotary cutting cutting drilling And exit the drill pipe:
  • the grouting pressure rotary jet cutting drilling section is a one-time drilling.
  • the drilling speed of the drill pipe is controlled to be 4-8 cm/min, and the cement slurry pressure swirling is controlled.
  • the length of the cutting and drilling section is 2 to 4 meters, so that the maximum inner diameter of the cross section of the grouting pressure rotary cutting drilling section is 600-800 mm, and the water pressure rotary-jet cutting drilling section and the cement slurry
  • the ratio of the inner diameter of the pressure rotary jet cutting drilling section ranges from 0.2 to 0.4;
  • the amount of the cement slurry is controlled to be in the range of 1.0 to 2 tons, so that the cement slurry pressure is swirled to cut the retained cement soil in the drilling section.
  • the cement content reaches 30% to 40%.
  • the amount of the cement slurry is controlled to be in the range of 1 to 1.5 tons, so that the cement content of the retained cement soil in the cement slurry pressure rotary cutting cutting section reaches 15%. ⁇ 30%,
  • the cement slurry pressure grouting cuts the cement soil in the drilling section to harden and fix the anchor cable carrier plate and the anchor cable, when the hardening strength of the cement soil reaches the pressure type anchor tension locking compressive strength condition, The curing period of cement soil does not exceed 20 days.
  • the cement content of the cement soil retained in the cement slurry pressure rotary cutting drilling section of the present invention is determined by the percentage of soil mass in the rotary slurry cutting drilling section specified in the design.
  • the mass of soil per cubic meter is generally between 1600 and 2000 kg.
  • the soil layer is a clay layer, a silty clay layer or a silt layer
  • the cement content of the retained cement soil in the mud pressure rotary cutting cutting section reaches 30% to 40%
  • the soil layer is a sandy soil layer
  • the cement content of the retained cement soil in the cement slurry pressure rotary jet cutting drilling section reaches 15% to 30%.
  • the invention adopts the drill pipe to sequentially perform the water pressure rotary jet cutting drilling and the cement slurry pressure rotary cutting cutting drilling in the soil layer, and the cement slurry pressure rotary cutting cutting drilling section is a one-time drilling.
  • the drilling speed of the drill pipe is controlled to be 4-8 cm/min
  • the length of the cement slurry pressure rotary cutting drilling section is controlled to be 2 to 4 meters, so that
  • the maximum inner diameter of the cross section of the cement slurry pressure rotary cutting cutting section is 600-800 mm
  • the ratio of the water pressure rotary jet cutting drilling section to the inner diameter of the cement slurry pressure rotary cutting cutting section is 0.2-0.4, and is controlled.
  • the cement content of the retained cement soil in the cement slurry pressure rotary cutting cutting section of the conventional rotary jetting bolt is greatly improved, thereby bringing:
  • the present invention is a pressure type anchor rod.
  • the conventional rotary spray anchor rod is a tension type anchor rod, and the force mechanism is different.
  • the pullout force of the anchor rod of the present invention depends on the cement slurry pressure, the rotary jet cutting and the hardening cement in the drilling section.
  • the side friction resistance of the soil and the end bearing force generated by the cross section of the hardened cement soil greatly improve the pullout resistance.
  • the technology can select the stable soil layer as the anchoring section, thereby exerting the end bearing force and the pullout force of the pressure type anchor. Small dispersion;
  • the drilling speed of the control drill pipe of the invention is 4-8 cm/min, which is much smaller than the rotary jet cutting drilling speed of the conventional rotary jetting anchor, so that the maximum inner diameter of the cross section of the cement slurry pressure rotary jet cutting drilling section is 600 ⁇ 800 mm, the increase of bearing capacity of a single anchor cable can increase the initial prestress of the bolt while increasing the safety reserve, so that the deformation of the supporting structure can be better controlled;
  • the cement slurry pressure rotary jet cutting drilling of the present invention is a one-time drilling, and the conventional rotary jet anchor cement slurry pressure rotary jet cutting drilling is a secondary drilling, and the invention reduces the number of drilling times;
  • the amount of cement retaining the cement soil in the cement slurry pressure rotary cutting cutting section reaches 30% to 40%
  • the amount of cement retaining cement soil in the grouting and cutting section of the cement slurry reaches 15% to 30%, which is much higher than the cement content of the cement slurry in the traditional rotary-jet anchor structure, which is equivalent to
  • the invention concentrates all the cement in the cement slurry pressure rotary cutting drilling section of 2 to 4 meters for high cement dosage rotary jet displacement, and the good knife is used on the cutting edge to make the cement slurry
  • the pressure rotary jet cutting drilling section has the advantages of short length, large diameter and high cement content, which directly improves the strength and early strength of the cement anchoring section of the anchor rod of the invention.
  • the cement slurry pressure in the rotary jet cutting drilling section is filled with a part of the water pressure rotary jet cutting drilling section, and the cement content of the part of the water pressure rotary jet cutting drilling section is 5% ⁇ 10%), the strength is higher than the undisturbed soil.
  • the second technical solution proposed by the present invention to solve the above first technical problem is: a structure of a pressure dispersion type enlarged head anchor, and a construction method of the pressure dispersion type enlarged head anchor according to claim 1, in the soil In the layer, the water pressure rotary jet cutting drilling section and the cement slurry pressure rotary cutting drilling section are respectively formed from the outside to the inside, and the cement slurry in the cement slurry pressure rotary cutting drilling section is hardened and wrapped and fixed.
  • the anchor cable carrying plate and the anchor cable, the length of the cement slurry pressure rotary cutting drilling section is 2 to 4 meters, and the maximum inner diameter of the cross section of the cement slurry pressure rotary cutting cutting section is 600 to 800 mm, water
  • the ratio of the ratio of the pressure rotary jet cutting drilling section to the inner diameter of the cement slurry pressure rotary cutting cutting section is 0.2 to 0.4;
  • the cement slurry in the cement slurry pressure rotary cutting cutting section is 30% to 40%;
  • the cement content of the retained cement soil in the mud pressure rotary cutting cutting section is 15% to 30%.
  • the anchor cable carrier plate is fixed along the longitudinal direction of the cement slurry pressure rotary jet cutting drilling section in the cement slurry pressure rotary jet cutting drill.
  • the anchor cable is an anchor cable provided with a diaphragm layer;
  • the anchor cable carrier plate is a hinge-type carrier plate or a flat-plate carrier plate, when When the anchor cable carrier plate is a hinge-type carrier plate, the anchor cable is U-shaped to bypass the hinge-type carrier plate.
  • the cable carrier plate is a flat-plate carrier plate, each plate-type carrier plate is fixed.
  • a hot-melt anchor that holds one end of the anchor cable.
  • the anchor cable carrier plate is at least two carrier plates fixed in the cement slurry pressure rotary cutting drilling section along the length direction of the cement slurry pressure rotary cutting drilling section
  • the anchor cable carrier plate is A hinged load-bearing plate or a flat-type load-bearing plate is a load-distributed anchor when the at least two anchor-bearing plates are used to fix the load compared to the original single cable-carrying plate. Rod; 2)
  • the anchor cable carrier plate is a hinge type carrier plate, the anchor cable is U-shaped to bypass the hinge clamp carrier plate, which can be loosened by the hinge clamp carrier plate after the construction is completed. At one end of the cable, the anchor cable is recovered.
  • each flat plate carrier plate is fixed with a hot-melt anchor for clamping one end of the cable, which can be passed after the construction is completed.
  • the hot-melt anchor loosens one end of the anchor cable and recovers the anchor cable, that is, the invention has the detachable core recovery property, and the traditional rotary-jet anchor does not have the core recovery property;
  • the anchor cable is provided with the diaphragm layer and the anchor cable It is an unbonded anchor cable, and the front end of the anchor cable carrier plate is a free segment, which can
  • the requirement of the initial prestressing value of the anchor rod of the invention (1.1 times of the design value, 1.0 times higher than the specification requirement) is improved, thereby realizing the root root inspection, reducing the displacement of the foundation pit, and achieving the safety effect than the support.
  • the anchor cable carrier plate is a cable carrier plate fixed in the hardened cement soil in the grouting pressure rotary cutting drilling section, and the anchor cable is provided with a diaphragm.
  • the anchor cable of the layer, the anchor cable carrier plate is a hinge type carrier plate or a flat plate carrier plate; when the anchor cable carrier plate is a hinge type carrier plate, the anchor cable is U-shaped to bypass the hinge folder.
  • the carrier board when the anchor carrier board is a flat type carrier board, the flat type carrier board is fixed with a hot-melt anchor for clamping one end of the anchor cable.
  • a second variation of one of the above technical solutions is that the anchor cable carrying plate and the anchor cable are simultaneously brought in when the drill pipe is drilled.
  • the third change of one of the above technical solutions is: after the cement slurry pressure rotary jet cutting and drilling and exiting the drill pipe, the anchor cable carrier plate and the anchor cable are brought into the cement slurry pressure rotary jet cutting drilling without the spin-jet state.
  • the fourth variation of one of the above technical solutions is that the pressure type anchor has a tensile locking compressive strength greater than 2 MPa.
  • a fifth variation of one of the above technical solutions is that the water pressure rotary jet cutting drilling section has a cross-sectional inner diameter of 150 to 200 mm.
  • the sixth variation of one of the above technical solutions is that the water pressure in the water pressure rotary jet drilling is 2-15 MPa, and the cement slurry pressure in the cement slurry pressure rotary drilling is 15-30 MPa, the cement The slurry water to cement ratio is 1.0 to 1.5.
  • the seventh variation of one of the above technical solutions is: when the cement slurry pressure rotary cutting cutting section reaches the extreme end thereof, when the cement slurry pressure is swirled and the drill pipe is exited, the cement slurry pressure rotary jet cutting drill
  • the low pressure replenishment in the inlet section when the anchor has a water stop curtain, the pressure grouting is performed at a cement slurry pressure of 0.5 to 2 MPa at the water curtain boundary of the anchor.
  • the eighth variation of one of the above technical solutions is that the ratio of the length of the cement slurry pressure rotary jet cutting section to the length of the water pressure rotary jet cutting drilling section is 0.06 to 0.3.
  • the anchor cable carrier plate is fixed in the hardened cement soil in the grouting pressure rotary cutting drilling section along the length direction of the grouting pressure rotary cutting drilling section.
  • the anchor cable is an anchor cable provided with a diaphragm layer;
  • the anchor cable carrier plate is a hinge-type carrier plate or a flat-plate carrier plate, and when the cable carrier plate is a hinge
  • the anchor cable is U-shaped to bypass the hinge-type carrier plate.
  • each flat-plate carrier plate is fixed with heat for clamping one end of the anchor cable. Fused anchor.
  • the anchor cable carrier plate is a cable carrier plate fixed in the hardened cement soil in the cement slurry pressure rotary cutting cutting section, and the anchor cable is provided with a diaphragm.
  • the anchor cable of the layer, the anchor cable carrier plate is a hinge type carrier plate or a flat plate carrier plate; when the anchor cable carrier plate is a hinge type carrier plate, the anchor cable is U-shaped to bypass the hinge folder Type carrier board, when the anchor cable carrier board is a flat type carrier board, the flat type carrier board A hot-melt anchor for holding one end of the anchor cable is fixed.
  • the third variation of the above technical solution is that the ratio of the length of the cement slurry pressure rotary jet cutting section to the length of the water pressure rotary jet cutting drilling section is 0.06-0.3.
  • the cement used for the cement slurry is a general strength grade cement or a high grade cement having a strength grade of 52.5 MPa and above.
  • FIG. 1 is a schematic view showing the structure of a conventional rotary jet anchor.
  • Fig. 2 is a structural schematic view showing the foundation pit support of the conventional rotary jet anchor and the concrete pile wall.
  • Fig. 3 is a schematic view showing the structure of a pressure-dispersed enlarged head anchor according to an embodiment of the present invention.
  • Fig. 4 is a structural schematic view showing the foundation pit support of the pressure-distributed enlarged head anchor and the concrete pile wall of the present invention.
  • Fig. 5 is a structural schematic view of a water pressure rotary jet cutting drilling section and a cement slurry pressure rotary cutting drilling section of a conventional rotary jetting anchor.
  • Fig. 6 is a structural schematic view showing the water pressure rotary jet cutting drilling section and the cement slurry pressure rotary cutting drilling section of the pressure dispersion type enlarged head anchor of the present invention.
  • Fig. 7 is a graph showing the comparison of the strength growth of the cement-soil of the structure of the pressure-dispersed enlarged head anchor of the present invention and the structure of the conventional rotary-jet anchor.
  • the construction method of the pressure dispersion type enlarged head anchor of the embodiment is as shown in FIG. 3 and FIG. 4, and the water pressure rotary jet cutting drilling and the cement slurry pressure are sequentially performed in the soil layer by using the drill pipe.
  • Force rotary jet cutting and drilling from the outside to the inside, respectively, forming a water pressure, a rotary jet cutting drilling section 1 and a cement slurry pressure rotary cutting drilling section 2, the drill pipe reaches the cement slurry pressure rotary jet cutting drilling section At the end of 2, end the grout pressure rotary jet cutting and exit the drill pipe:
  • the cement slurry pressure rotary jet cutting drilling section 2 is a one-time drilling.
  • the drilling speed of the control drill pipe is 4-8 cm/min, and the control of the cement slurry pressure rotary jet cutting drilling section 2
  • the length of the slurry is 2 to 4 meters, so that the maximum internal diameter of the cross section of the cement slurry pressure rotary cutting drilling section 2 is 600-800 mm, the water pressure rotary-jet cutting drilling section 1 and the cement slurry pressure rotary-jet cutting drilling section 2
  • the ratio of the inner diameter ranges from 0.2 to 0.4;
  • the amount of the control cement slurry is in the range of 1.0 to 2 tons, so that the cement content of the retained cement soil in the cement slurry pressure rotary jet cutting section 2 is reached. 30% to 40%,
  • the amount of the control cement slurry ranges from 1 to 1.5 tons, so that the cement content of the retained cement soil in the cement slurry pressure rotary jet cutting section 2 reaches 15% to 30%.
  • the cement slurry pressure grouting cuts the cement soil in the drilling section 2 and fixes the anchor cable carrier plate and the anchor cable 3.
  • the cement soil is cured.
  • the period is no more than 20 days.
  • the pressure type anchor rod of the invention refers to the pressure type anchor rod defined in the "Technical Regulations for Rock and Soil Anchors (Cables)" of the Standard of China Engineering Construction Standardization Association.
  • the anchor cable 3 of the present invention may be a steel strand or the like.
  • the anchor cable 3 has a diaphragm layer, and the anchor cable 3 provided with a diaphragm layer may be a steel strand covered with a plastic sheath.
  • the cement slurry pressure of the conventional rotary jetting bolt is more than 20 to 40 cm/min, and the length of the cement slurry pressure rotary cutting and drilling section 2 is 8 ⁇ 12 meters, in the cement slurry pressure rotary cutting cutting section 2 end of about 0.5 ⁇ 1 meter section will sometimes increase the spin spray, cement slurry pressure rotary jet cutting section 2 cross-sectional inner diameter is 200-300 mm, cement slurry pressure rotary jet cutting drilling section 2 retaining cement soil cement content is 12% to 18%; the pressure dispersion type expansion head anchor of the present invention, cement slurry pressure rotary jet cutting drilling
  • the drill pipe speed of section 2 is 4-8 cm/min, and the maximum inner diameter of the cross section of the slurry pressure rotary cutting section 2 is 600-800 mm.
  • the cement content of the retained cement soil in the cement slurry pressure rotary cutting cutting section 2 reaches 30% to 40%.
  • the soil layer is a sandy soil layer, the cement slurry pressure is swirled and cut into the drilling section 2 The cement content of the retained cement soil reaches 15% to 30%.
  • the anchor cable carrier plate is a hardened cement fixed in the cement slurry pressure rotary cutting cutting section 2 along the length direction of the cement slurry pressure rotary cutting cutting section 2 At least two load-bearing plates in the soil, the anchor cable 3 is an anchor cable provided with a diaphragm layer; the anchor cable carrier plate is a hinge-type carrier plate or a flat-plate carrier plate, and the anchor cable carrier plate is a hinge-type carrier plate When the anchor cable 3 is U-shaped, the hinge-type carrier plate is bypassed. When the anchor cable carrier plate is a flat-plate carrier plate, each flat-plate carrier plate is fixed with a hot-melt anchor for clamping one end of the anchor cable 3. .
  • the anchor cable carrier plate can have two, three or more carrier plates.
  • the construction method of the pressure dispersion type enlarged head anchor of the embodiment the anchor cable carrier plate and the anchor cable 3 are simultaneously brought in when the drill pipe is drilled.
  • the construction method of the pressure dispersion type enlarged head anchor of the embodiment is greater than 2Mpa.
  • the water pressure rotary jet cutting drilling section 1 has a cross section inner diameter of 150 to 200 mm.
  • the construction method of the pressure dispersion type enlarged head anchor of the embodiment the water pressure in the water pressure rotary jet drilling is 2-15 MPa, and the cement slurry pressure in the cement slurry pressure rotary jet drilling is 15-30 MPa, the cement slurry water
  • the ash ratio is 1.0 to 1.5.
  • the construction method of the pressure dispersion type enlarged head anchor of the embodiment when the cement slurry pressure rotary cutting cutting section 2 reaches the extreme end thereof, when the cement slurry pressure is swirled and the drill pipe is withdrawn, In the cement slurry pressure rotary jet cutting drilling section 2 low pressure replenishment, when the anchor has a water stop curtain, the pressure grouting is carried out at the cement sealing pressure of the anchor water at the water curtain boundary of the anchorage of 0.5 ⁇ 2MPa.
  • the construction method of the pressure dispersion type enlarged head anchor of the present embodiment the ratio of the length of the cement slurry pressure rotary jet cutting drilling section 2 to the length of the water pressure rotary jet cutting drilling section 1 is 0.06 to 0.3.
  • the structure of the pressure-dispersion type enlarged head anchor of the present embodiment adopts the above-mentioned pressure-distributed type expansion head anchor construction method, and the water pressure rotary-jet cutting drilling section 1 is formed in the soil layer from the outside to the inside respectively.
  • cement slurry pressure rotary jet cutting drilling section 2 cement slurry pressure rotary jet cutting drilling section 2 cement slurry hardening and wrapping fixed anchor cable carrier plate and anchor cable 3, cement slurry pressure rotary cutting cutting drilling section 2
  • the length is 2 to 4 meters, the maximum internal diameter of the cross section of the grouting pressure rotary cutting drilling section 2 is 600-800 mm, the water pressure rotary jet cutting drilling section 1 and the cement slurry pressure rotary cutting cutting the drilling section 2 inner diameter
  • the ratio ranges from 0.2 to 0.4;
  • the cement content of the cement soil in the cement slurry pressure rotary cutting cutting section 2 is 30% to 40%;
  • the cement content of the retained cement soil in the mud pressure rotary cutting cutting section is 15% to 30%.
  • the anchor cable carrying plate of the embodiment is at least two carrier plates fixed in the hardened cement soil in the grouting pressure rotary cutting drilling section 2 along the longitudinal direction of the grouting pressure cutting and drilling section 2, and the anchor cable 3 is an anchor cable with a diaphragm layer;
  • the anchor cable carrier plate is a hinge-type carrier plate or a flat plate carrier plate.
  • the anchor cable carrier plate is U-shaped bypassed.
  • the clip type carrier board when the anchor cable carrier board is a flat type carrier board, each flat type carrier board is fixed with a hot-melt anchor for clamping one end of the anchor cable 3.
  • the anchor cable carrier plate can have two, three or more carrier plates.
  • the ratio of the length of the cement slurry pressure rotary cutting drilling section 2 to the length of the water pressure rotary jet cutting drilling section 1 of the present embodiment is 0.06 to 0.3.
  • the cement used in the cement slurry of this embodiment is a cement of ordinary strength grade or a high-grade cement having a strength grade of 52.5 MPa and above.
  • the construction method and structure of the pressure-distributed enlarged head anchor of the present embodiment make the length of the cement slurry pressure rotary-jet cutting drilling section 2 shorter, the diameter is larger, the cement content is high, the cement hardens quickly, and directly improves
  • the strength of the structure of the pressure-dispersion type expansion head bolt and the early strength of the pressure-distributed type expansion head bolt structure, in particular, the early pull-out resistance of the pressure-dispersion type enlarged head bolt is improved, and the actual engineering construction is reduced.
  • the strength of the cement soil at the cement slurry pressure rotary jet cutting section 2 is increased to the curing time required for the design.
  • the strength of the silty clay cement soil increases, as shown in FIG. 7, the pressure dispersion type enlarged head anchor of the present invention.
  • the structure of the rod, the strength of the cement soil can reach the design requirement from 7 to 15 days, which is equivalent to the strength of the traditional rotary spray anchor for 28 to 50 days, and the pressure dispersion type expansion head anchor of the present invention is at the same curing age.
  • the strength of the cement soil of the structure is much higher than that of the traditional rotary jet The strength of the cement soil of the anchor.
  • the present invention is not limited to the above embodiment, for example: 1)
  • the anchor cable carrier plate is fixed to the cement slurry pressure rotary spray.
  • Cutting a cable carrier plate in the hardened cement soil in the drilling section 2 the anchor cable 3 is an anchor cable provided with a diaphragm layer, and the anchor cable carrier plate is a hinge type carrier plate or a flat plate carrier plate;
  • the carrier plate is a hinge-type carrier plate, the anchor cable 3 is U-shaped to bypass the hinge-type carrier plate.
  • the plate-type carrier plate is fixed with a clamping cable for clamping 3)
  • the construction method of the pressure-distributed enlarged head anchor of the present embodiment after the cement slurry pressure is blown and cut, and the drill pipe is withdrawn, the anchor cable carrier plate is not sprayed.
  • the anchor cable carrier plate of the present embodiment is a cable carrier plate fixed in the hardened cement soil in the grout pressure rotary cutting drilling section 2, and the anchor cable 3 is provided with a diaphragm layer
  • the anchor cable, the anchor cable carrier plate is a hinge-type carrier plate or a flat-plate carrier plate; when the anchor cable carrier plate is a hinge-type carrier plate, the anchor cable 3 is U-shaped to bypass the hinge-type carrier plate.
  • the anchor cable carrier plate is a flat plate carrier plate, the flat plate carrier plate is fixed with a hot-melt anchor for clamping one end of the anchor cable 3. Any technical solution formed by equivalent replacement falls within the scope of protection required by the present invention.

Abstract

一种压力分散型扩大头锚杆的施工方法，采用钻杆在土层内旋喷切割钻进，形成水压力旋喷切割钻进段（1）和水泥浆压力旋喷切割钻进段（2），水泥浆压力旋喷切割钻进段（2）的长度为2～4米且其横截面最大内径为600～800毫米。还提供一种压力分散型扩大头锚杆的结构，该结构形成水压力旋喷切割钻进段（1）和水泥浆压力旋喷切割钻进段（2），水泥浆压力旋喷切割钻进段(2)内的水泥土硬化并包裹固定锚索承载板和锚索（3）。

Description

压力分散型扩大头锚杆的施工方法及结构 技术领域
本发明涉及一种旋喷锚杆施工方法及旋喷锚杆的结构，属于固定建筑物的土层的钻进技术领域。
背景技术
旋喷锚桩是一种有效的土体支护与加固技术，目前在国内外已经得到了广泛的应用，具有成本低、功效快等优点。但是传统旋喷锚杆设有5～10米的锚固段，锚固段的水泥掺量约12％～18％，水泥土的强度在7～30天的强度普遍较低，由于强度较低，锚杆无法做成压力型锚杆，只能做成拉力型锚杆，锚杆的抗拔力是由锚固段与土体的侧摩擦力提供，受限于锚固段的水泥土的低强度，锚杆的抗拔力也普遍偏低，尤其是软弱土层中更为明显，已不能满足工程对锚杆在较短养护期即满足张拉标准的要求。同时拉力型锚索不具备拆芯回收的条件，因此，传统旋喷锚杆又无法拆芯回收，传统旋喷锚一直以来都受到抗拔力低、不可拆芯回收的困扰，严重影响旋喷锚杆的应用。
传统旋喷锚杆施工方法如下：1)使用三页钻头进行水旋喷，孔径150～200mm，旋喷深至锚杆底，水无压力；2)退出钻杆和钻头，使用带有高压喷嘴的钻杆将杆体推入锚孔中；3)推放到位后，进行高压水泥浆旋喷，压力15～25MPa，边旋喷边退出钻杆，旋喷部分即为传统意义上的锚固段，锚固段为8～12米，在锚固的端头约0.5～1米段有时会增加一遍旋喷，锚固段每米水泥量110kg；4)锚固段旋喷结束后，退出钻杆。
见图1和图2，传统旋喷锚杆与混凝土桩墙形成基坑支护的结构，包括水压力旋喷切割钻进段1和水泥浆压力旋喷切割钻进段2，水泥浆压力旋喷切割钻进段2内的水泥浆硬化并包裹固定锚索承载板和锚索 3一端，锚索3另一端穿过水压力旋喷切割钻进段1并固定在锚头上。
实际工程施工时，由于工期需要，锚杆养护期仅约7～21天，这样锚杆早期强度就是指7～21天的水泥浆压力旋喷切割钻进段2内水泥土的强度。申请人经过反复试验，发现传统旋喷锚杆，存在以下问题：
由于传统旋喷锚杆的水泥浆压力旋喷切割钻进段2的钻杆旋喷钻进速度是25～50cm/min，钻杆旋喷钻进速度快，形成的水泥浆压力旋喷切割钻进段2的横截面最大内径与水压力旋喷切割钻进段1的横截面内径差别不大，另外传统旋喷锚杆的水泥浆压力旋喷切割钻进段2内的水泥浆的水泥掺量是12％～18％，同时，传统旋喷锚杆的抗拔力是由桩体与土体间的摩阻力产生，属于拉力型锚杆，这样为了提供足够的抗拔承载力，将水泥浆压力旋喷切割钻进段2的长度做的较长，这样导致了水泥浆压力旋喷切割钻进段2内的水泥浆硬化很慢，使得传统旋喷锚杆早期强度低，不能提供足够的抗拔承载力，因此锚杆抗拔力低。
发明内容
本发明要解决的第一个技术问题是，针对现有技术不足，提出水泥土硬化早期强度高以及抗拔承载力高的压力分散型扩大头锚杆的施工方法及结构。
本发明要解决的第二个技术问题是，在解决第一个技术问题基础上，提出一种锚索可拆芯回收的压力分散型扩大头锚杆的施工方法及结构。
本发明为解决上述第一个技术问题提出的技术方案之一是：一种压力分散型扩大头锚杆的施工方法，采用钻杆在土层内先后顺序进行水压力旋喷切割钻进和水泥浆压力旋喷切割钻进，由外到里分别形成 相接通的水压力旋喷切割钻进段和水泥浆压力旋喷切割钻进段，所述钻杆到达水泥浆压力旋喷切割钻进段最末端时，结束水泥浆压力旋喷切割钻进并退出钻杆：
所述水泥浆压力旋喷切割钻进段是一次性钻进，当开始该一次性钻进时，控制所述钻杆的钻进速度为4～8cm/min，控制所述水泥浆压力旋喷切割钻进段的长度为2～4米，使所述水泥浆压力旋喷切割钻进段的横截面最大内径为600～800毫米，所述水压力旋喷切割钻进段与所述水泥浆压力旋喷切割钻进段内径的比值的范围为0.2～0.4；
当所述土层是粘土层、粉质粘土层或粉土层时，控制所述水泥浆的用量范围为1.0～2吨，使所述水泥浆压力旋喷切割钻进段内的保留水泥土的水泥掺量达到30％～40％，
当所述土层是砂性土层时，控制所述水泥浆的用量范围为1～1.5吨，使所述水泥浆压力旋喷切割钻进段内的保留水泥土的水泥掺量达到15％～30％，
所述水泥浆压力旋喷切割钻进段内的水泥土硬化并固定锚索承载板和锚索，当所述水泥土的硬化强度达到压力型锚杆张拉锁定抗压强度条件时，所述水泥土的养护期不超过20天。
本发明的水泥浆压力旋喷切割钻进段内的保留水泥土的水泥掺量，是以在设计中规定的占水泥浆压力旋喷切割钻进段内的土体质量百分比确定的。土体每1立方米的质量一般在1600～2000kg。当土层是粘土层、粉质粘土层或粉土层时，泥浆压力旋喷切割钻进段内的保留水泥土的水泥掺量达到30％～40％，当土层是砂性土层时，水泥浆压力旋喷切割钻进段内的保留水泥土的水泥掺量达到15％～30％。
本发明由于采用钻杆在土层内先后顺序进行水压力旋喷切割钻进和水泥浆压力旋喷切割钻进，水泥浆压力旋喷切割钻进段是一次性钻 进，当开始该一次性钻进时，控制所述钻杆的钻进速度为4～8cm/min，控制所述水泥浆压力旋喷切割钻进段的长度为2～4米，使所述水泥浆压力旋喷切割钻进段的横截面最大内径为600～800毫米，水压力旋喷切割钻进段与水泥浆压力旋喷切割钻进段内径的比值的范围为0.2～0.4，并控制在不同土层中相比传统旋喷锚杆的水泥浆压力旋喷切割钻进段内的保留水泥土的水泥掺量大幅度提高，由此带来：
1)本发明是一种压力型锚杆，传统旋喷锚杆是拉力型锚杆，受力机理不同，本发明的锚杆抗拔力取决于水泥浆压力旋喷切割钻进段内硬化水泥土的侧摩阻力与硬化水泥土的横截面产生的端承力，大大提高了抗拔能力，本技术可以选择稳定土层作锚固段，从而发挥压力型锚杆的端承力，抗拔力的离散性小；
2)本发明控制钻杆的钻进速度为4～8cm/min，远小于传统旋喷锚杆旋喷切割钻进速度，使得水泥浆压力旋喷切割钻进段的横截面最大内径为600～800毫米，单根锚索承载的提高，在增加安全储备的同时，可以提高锚杆的初始预应力，从而可以更好的控制支护结构的变形；
3)本发明的水泥浆压力旋喷切割钻进是一次性钻进，传统旋喷锚杆水泥浆压力旋喷切割钻进是二次性钻进，本发明减少了钻进的次数；
4)当土层是粘土层、粉质粘土层或粉土层时，使水泥浆压力旋喷切割钻进段内保留水泥土的水泥掺量达到30％～40％，当土层是砂性土层时，使水泥浆压力旋喷切割钻进段内保留水泥土的水泥掺量达到15％～30％，远高于传统旋喷锚杆结构中水泥浆的水泥掺量，相当于在没有增加水泥用量的条件下，本发明把水泥全部集中用在2～4米的水泥浆压力旋喷切割钻进段处进行高水泥掺量旋喷置换，好刀用在了刀刃上，使得水泥浆压力旋喷切割钻进段具有长度较短、直径较大、水泥掺量高的优点，直接提高了本发明锚杆锚固段水泥土强度和早期强 度，在实际工程施工时，减少了水泥浆压力旋喷切割钻进段处的水泥土强度增长至设计所需强度的养护时间，彻底的解决传统旋喷锚杆水泥土强度低、早期强度低不能做成压力型锚杆的长期困扰；
5)水泥浆压力旋喷切割钻进段内的水泥浆外溢填充了水压力旋喷切割钻进段内的一部分，水压力旋喷切割钻进段内的一部分的水泥掺量为(5﹪～10﹪)，强度高于原状土。
本发明为解决上述第一个技术问题提出的技术方案之二是：一种压力分散型扩大头锚杆的结构，采用如权利要求1所述压力分散型扩大头锚杆的施工方法，在土层内由外到里分别形成相接通的水压力旋喷切割钻进段和水泥浆压力旋喷切割钻进段，所述水泥浆压力旋喷切割钻进段内的水泥浆硬化并包裹固定锚索承载板和锚索，所述水泥浆压力旋喷切割钻进段的长度为2～4米，所述水泥浆压力旋喷切割钻进段的横截面最大内径为600～800毫米，水压力旋喷切割钻进段与所述水泥浆压力旋喷切割钻进段内径的比值的范围为0.2～0.4；
当所述土层是粘土层、粉质粘土层或粉土层时，所述水泥浆压力旋喷切割钻进段内的保留水泥土的水泥掺量为30％～40％；
当所述土层是砂性土层时，所述泥浆压力旋喷切割钻进段内的保留水泥土的水泥掺量为15％～30％。
本发明为解决上述第二个技术问题，对上述技术方案的改进是：所述锚索承载板是沿所述水泥浆压力旋喷切割钻进段长度方向间隔固定在水泥浆压力旋喷切割钻进段内的硬化水泥土中的至少两个承载板，所述锚索是设有隔膜层的锚索；所述锚索承载板是合页夹式承载板或平板式承载板，当所述锚索承载板是合页夹式承载板时，锚索呈U型绕过合页夹式承载板，当所述锚索承载板是平板式承载板时，每个平板式承载板均固定有用于夹持锚索一端的热熔锚具。
由于1)锚索承载板是沿水泥浆压力旋喷切割钻进段长度方向间隔固定在水泥浆压力旋喷切割钻进段内的硬化水泥土中的至少两个承载板，锚索承载板是合页夹式承载板或平板式承载板，与原有的单个锚索承载板固定多个锚索相比，当采用至少两个锚索承载板时，分散了受力，属于荷载分散型锚杆；2)当锚索承载板是合页夹式承载板时，锚索呈U型绕过合页夹式承载板，可以在工程施工结束后，通过合页夹式承载板，松开锚索一端，将锚索进行回收，当锚索承载板是平板式承载板时，每个平板式承载板均固定有用于夹持锚索一端的热熔锚具，可以在工程施工结束后，通过热熔锚具松开锚索一端，将锚索进行回收，即本发明具有可拆芯回收性，传统旋喷锚杆不具备拆芯回收性；3)由于锚索设有隔膜层，锚索是无粘结锚索，锚索承载板前端均是自由段，可以提高对本发明锚杆初始预应力值的要求(设计值的1.1倍，高于规范要求的1.0倍)，从而实现根根检验，降低基坑位移，达到比支撑安全的效果。
上述技术方案之一的变化之一是：所述锚索承载板是固定在水泥浆压力旋喷切割钻进段内的硬化水泥土中的一个锚索承载板，所述锚索是设有隔膜层的锚索，所述锚索承载板是合页夹式承载板或平板式承载板；当所述锚索承载板是合页夹式承载板时，锚索呈U型绕过合页夹式承载板，当所述锚索承载板是平板式承载板时，平板式承载板均固定有用于夹持锚索一端的热熔锚具。
上述技术方案之一的变化之二是：所述钻杆钻进时将锚索承载板和锚索同时带进。
上述技术方案之一的变化之三是：结束水泥浆压力旋喷切割钻进并退出钻杆后，无旋喷状态下将锚索承载板和锚索带进到水泥浆压力旋喷切割钻进段内。
上述技术方案之一的变化之四是：所述压力型锚杆张拉锁定抗压强度大于2Mpa。
上述技术方案之一的变化之五是：所述水压力旋喷切割钻进段的横截面内径为150～200毫米。
上述技术方案之一的变化之六是：所述水压力旋喷钻进中的水压力是2～15MPa，所述水泥浆压力旋喷钻进中的水泥浆压力是15～30MPa，所述水泥浆水灰比是1.0～1.5。
上述技术方案之一的变化之七是：所述水泥浆压力旋喷切割钻进段到达其最末端时，结束水泥浆压力旋喷并退出钻杆时，在所述水泥浆压力旋喷切割钻进段内低压力补浆，当锚杆具有止水帷幕时，在锚杆的止水帷幕交界处以水泥浆压力为0.5～2MPa进行压力注浆。
上述技术方案之一的变化之八是：所述水泥浆压力旋喷切割钻进段长度与水压力旋喷切割钻进段长度之比为：0.06～0.3。
上述技术方案之二的变化之一是：所述锚索承载板是沿所述水泥浆压力旋喷切割钻进段长度方向间隔固定在水泥浆压力旋喷切割钻进段内的硬化水泥土中的至少两个承载板，所述锚索是设有隔膜层的锚索；所述锚索承载板是合页夹式承载板或平板式承载板，当所述锚索承载板是合页夹式承载板时，锚索呈U型绕过合页夹式承载板，当所述锚索承载板是平板式承载板时，每个平板式承载板均固定有用于夹持锚索一端的热熔锚具。
上述技术方案之二的变化之二是：所述锚索承载板是固定在水泥浆压力旋喷切割钻进段内的硬化水泥土中的一个锚索承载板，所述锚索是设有隔膜层的锚索，所述锚索承载板是合页夹式承载板或平板式承载板；当所述锚索承载板是合页夹式承载板时，锚索呈U型绕过合页夹式承载板，当所述锚索承载板是平板式承载板时，平板式承载板 均固定有用于夹持锚索一端的热熔锚具。
上述技术方案之二的变化之三是：所述水泥浆压力旋喷切割钻进段长度与水压力旋喷切割钻进段长度之比为：0.06～0.3。
上述技术方案的变化是：所述水泥浆使用的水泥是普通强度等级水泥或强度等级为52.5Mpa及以上的高标号的水泥。
申请人发现，使用强度等级为52.5Mpa及以上的高标号的水泥，相比普通强度等级水泥，例如P.o.42.5等级水泥，可显著提高锚杆早期的承载力，改善锚杆早期强度的性能。
附图说明
下面结合附图对本发明作进一步说明：
图1是传统旋喷锚杆的结构的示意图。
图2是传统旋喷锚杆与混凝土桩墙形成基坑支护的结构示意图。
图3是本发明实施例压力分散型扩大头锚杆的结构的示意图。
图4是本发明的压力分散型扩大头锚杆与混凝土桩墙形成基坑支护的结构示意图。
图5是传统旋喷锚杆的水压力旋喷切割钻进段和水泥浆压力旋喷切割钻进段的结构示意图。
图6是本发明的压力分散型扩大头锚杆的水压力旋喷切割钻进段和水泥浆压力旋喷切割钻进段的结构示意图。
图7是本发明的压力分散型扩大头锚杆的结构与传统旋喷锚杆的结构的水泥土强度龄期增长比较图。
具体实施方式
实施例
本实施例的压力分散型扩大头锚杆的施工方法，如图3和图4所示，采用钻杆在土层内先后顺序进行水压力旋喷切割钻进和水泥浆压 力旋喷切割钻进，由外到里分别形成相接通的水压力旋喷切割钻进段1和水泥浆压力旋喷切割钻进段2，钻杆到达水泥浆压力旋喷切割钻进段2最末端时，结束水泥浆压力旋喷切割钻进并退出钻杆：
水泥浆压力旋喷切割钻进段2是一次性钻进，当开始该一次性钻进时，控制钻杆的钻进速度为4～8cm/min，控制水泥浆压力旋喷切割钻进段2的长度为2～4米，使水泥浆压力旋喷切割钻进段2的横截面最大内径为600～800毫米，水压力旋喷切割钻进段1与水泥浆压力旋喷切割钻进段2内径的比值的范围为0.2～0.4；
当土层是粘土层、粉质粘土层或粉土层时，控制水泥浆的用量范围为1.0～2吨，使水泥浆压力旋喷切割钻进段2内的保留水泥土的水泥掺量达到30％～40％，
当土层是砂性土层时，控制水泥浆的用量范围为1～1.5吨，使水泥浆压力旋喷切割钻进段2内的保留水泥土的水泥掺量达到15％～30％，
水泥浆压力旋喷切割钻进段2内的水泥土硬化并固定锚索承载板和锚索3，当水泥土的硬化强度达到压力型锚杆张拉锁定抗压强度条件时，水泥土的养护期不超过20天。
本发明的压力型锚杆是指中国工程建设标准化协会标准中《岩土锚杆(索)技术规程》中定义的压力型锚杆。
本发明的锚索3可以采用钢绞线等。锚索3带有隔膜层，设有隔膜层的锚索3可以采用包覆有塑料外皮的钢绞线。
如图5和图6所示，传统旋喷锚杆的水泥浆压力旋喷切割钻进段2的钻杆进尺速度20～40cm/min，水泥浆压力旋喷切割钻进段2的长度为8～12米，在水泥浆压力旋喷切割钻进段2的端头约0.5～1米段有时会增加一遍旋喷，水泥浆压力旋喷切割钻进段2的横截面内径为 200～300毫米，水泥浆压力旋喷切割钻进段2内的保留水泥土的水泥掺量为12％～18％；本发明的压力分散型扩大头锚杆的水泥浆压力旋喷切割钻进段2的钻杆进尺速度4～8cm/min，水泥浆压力旋喷切割钻进段2的横截面最大内径为600～800毫米，当土层是粘土层、粉质粘土层或粉土层时，使水泥浆压力旋喷切割钻进段2内的保留水泥土的水泥掺量达到30％～40％，当土层是砂性土层时，使水泥浆压力旋喷切割钻进段2内的保留水泥土的水泥掺量达到15％～30％。
本实施例的压力分散型扩大头锚杆的施工方法：锚索承载板是沿水泥浆压力旋喷切割钻进段2长度方向间隔固定在水泥浆压力旋喷切割钻进段2内的硬化水泥土中的至少两个承载板，锚索3是设有隔膜层的锚索；锚索承载板是合页夹式承载板或平板式承载板，当锚索承载板是合页夹式承载板时，锚索3呈U型绕过合页夹式承载板，当锚索承载板是平板式承载板时，每个平板式承载板均固定有用于夹持锚索3一端的热熔锚具。锚索承载板可以两个，三个或更多个承载板。
本实施例的压力分散型扩大头锚杆的施工方法：钻杆钻进时将锚索承载板和锚索3同时带进。
本实施例的压力分散型扩大头锚杆的施工方法：所述压力型锚杆张拉锁定抗压强度大于2Mpa。
本实施例的压力分散型扩大头锚杆的施工方法：水压力旋喷切割钻进段1的横截面内径为150～200毫米。
本实施例的压力分散型扩大头锚杆的施工方法：水压力旋喷钻进中的水压力是2～15MPa，水泥浆压力旋喷钻进中的水泥浆压力是15～30MPa，水泥浆水灰比是1.0～1.5。
本实施例的压力分散型扩大头锚杆的施工方法：水泥浆压力旋喷切割钻进段2到达其最末端时，结束水泥浆压力旋喷并退出钻杆时， 在水泥浆压力旋喷切割钻进段2内低压力补浆，当锚杆具有止水帷幕时，在锚杆的止水帷幕交界处以水泥浆压力为0.5～2MPa进行压力注浆。
本实施例的压力分散型扩大头锚杆的施工方法：水泥浆压力旋喷切割钻进段2长度与水压力旋喷切割钻进段1长度之比为：0.06～0.3。
本实施例的压力分散型扩大头锚杆的结构，采用上述压力分散型扩大头锚杆的施工方法，在土层内由外到里分别形成相接通的水压力旋喷切割钻进段1和水泥浆压力旋喷切割钻进段2，水泥浆压力旋喷切割钻进段2内的水泥浆硬化并包裹固定锚索承载板和锚索3，水泥浆压力旋喷切割钻进段2的长度为2～4米，水泥浆压力旋喷切割钻进段2的横截面最大内径为600～800毫米，水压力旋喷切割钻进段1与水泥浆压力旋喷切割钻进段2内径的比值的范围为0.2～0.4；
当土层是粘土层、粉质粘土层或粉土层时，水泥浆压力旋喷切割钻进段2内的保留水泥土的水泥掺量为30％～40％；
当土层是砂性土层时，泥浆压力旋喷切割钻进段内的保留水泥土的水泥掺量为15％～30％。
本实施例的锚索承载板是沿水泥浆压力旋喷切割钻进段2长度方向间隔固定在水泥浆压力旋喷切割钻进段2内的硬化水泥土中的至少两个承载板，锚索3是设有隔膜层的锚索；锚索承载板是合页夹式承载板或平板式承载板，当锚索承载板是合页夹式承载板时，锚索3呈U型绕过合页夹式承载板，当锚索承载板是平板式承载板时，每个平板式承载板均固定有用于夹持锚索3一端的热熔锚具。锚索承载板可以两个，三个或更多个承载板。
本实施例的水泥浆压力旋喷切割钻进段2长度与水压力旋喷切割钻进段1长度之比为：0.06～0.3。
本实施例的水泥浆使用的水泥是普通强度等级水泥或强度等级为52.5Mpa及以上的高标号的水泥。
将本实施例的压力分散型扩大头锚杆的施工方法及结构与传统旋喷锚杆的结构进行对比分析，如表1所示：
表1
Figure PCTCN2015078695-appb-000001
可见，本实施例的压力分散型扩大头锚杆的施工方法及结构将水泥浆压力旋喷切割钻进段2长度做的较短，直径较大，水泥掺量高，水泥硬化快，直接提高了压力分散型扩大头锚杆的结构的强度和压力分散型扩大头锚杆的结构的早期强度，特别是提高了压力分散型扩大头锚杆的早期抗拔能力，在实际工程施工时，减少了水泥浆压力旋喷切割钻进段2处的水泥土强度增长至设计所需强度的养护时间。
将本实施例的压力分散型扩大头锚杆的施工方法及结构用于粉质粘土层时，粉质粘土水泥土强度龄期增长，如图7所示，本发明的压力分散型扩大头锚杆的结构，7～15天时水泥土的强度能够达到设计要求，相当于传统旋喷锚杆28～50天的强度，且在相同养护龄期时，本发明的压力分散型扩大头锚杆的结构的水泥土的强度远高于传统旋喷 锚杆的水泥土强度。
本发明不局限于上述实施例，例如：1)当然，在本实施例的压力分散型扩大头锚杆的施工方法采用一个锚索承载板时，锚索承载板是固定在水泥浆压力旋喷切割钻进段2内的硬化水泥土中的一个锚索承载板，锚索3是设有隔膜层的锚索，锚索承载板是合页夹式承载板或平板式承载板；当锚索承载板是合页夹式承载板时，锚索3呈U型绕过合页夹式承载板，当锚索承载板是平板式承载板时，平板式承载板均固定有用于夹持锚索3一端的热熔锚具；2)本实施例的压力分散型扩大头锚杆的施工方法在结束水泥浆压力旋喷切割钻进并退出钻杆后，无旋喷状态下将锚索承载板和锚索3带进到水泥浆压力旋喷切割钻进段2内，可以结合套管技术将锚索承载板和锚索3带进到水泥浆压力旋喷切割钻进段2内，也可以使用钻杆将锚索承载板和锚索3带进到水泥浆压力旋喷切割钻进段2内，等等；3)本实施例的锚索承载板是固定在水泥浆压力旋喷切割钻进段2内的硬化水泥土中的一个锚索承载板，锚索3是设有隔膜层的锚索，锚索承载板是合页夹式承载板或平板式承载板；当锚索承载板是合页夹式承载板时，锚索3呈U型绕过合页夹式承载板，当锚索承载板是平板式承载板时，平板式承载板均固定有用于夹持锚索3一端的热熔锚具。凡采用等同替换形成的技术方案，均落在本发明要求的保护范围。

Claims (14)

  1. 一种压力分散型扩大头锚杆的施工方法，采用钻杆在土层内先后顺序进行水压力旋喷切割钻进和水泥浆压力旋喷切割钻进，由外到里分别形成相接通的水压力旋喷切割钻进段和水泥浆压力旋喷切割钻进段，所述钻杆到达水泥浆压力旋喷切割钻进段最末端时，结束水泥浆压力旋喷切割钻进并退出钻杆，其特征在于：
    所述水泥浆压力旋喷切割钻进段是一次性钻进，当开始该一次性钻进时，控制所述钻杆的钻进速度为4～8cm/min，控制所述水泥浆压力旋喷切割钻进段的长度为2～4米，使所述水泥浆压力旋喷切割钻进段的横截面最大内径为600～800毫米，所述水压力旋喷切割钻进段与所述水泥浆压力旋喷切割钻进段内径的比值的范围为0.2～0.4；
    当所述土层是粘土层、粉质粘土层或粉土层时，控制所述水泥浆的用量范围为1.0～2吨，使所述水泥浆压力旋喷切割钻进段内的保留水泥土的水泥掺量达到30％～40％，
    当所述土层是砂性土层时，控制所述水泥浆的用量范围为1～1.5吨，使所述水泥浆压力旋喷切割钻进段内的保留水泥土的水泥掺量达到15％～30％，
    所述水泥浆压力旋喷切割钻进段内的水泥土硬化并固定锚索承载板和锚索，当所述水泥土的硬化强度达到压力型锚杆张拉锁定抗压强度条件时，所述水泥土的养护期不超过20天。
  2. 如权利要求1所述的压力分散型扩大头锚杆的施工方法，其特征在于：所述锚索承载板是沿所述水泥浆压力旋喷切割钻进段长度方向间隔固定在水泥浆压力旋喷切割钻进段内的硬化水泥土中的至少两个承载板，所述锚索是设有隔膜层的锚索；所述锚索承载板是合页夹式承载板或平板式承载板，当所述锚索承载板是合页夹式承载板时，锚索呈U型绕过合页夹式承载板，当所述锚索承载板是平板式承 载板时，每个平板式承载板均固定有用于夹持锚索一端的热熔锚具。
  3. 如权利要求1所述的压力分散型扩大头锚杆的施工方法，其特征在于：所述锚索承载板是固定在水泥浆压力旋喷切割钻进段内的硬化水泥土中的一个锚索承载板，所述锚索是设有隔膜层的锚索，所述锚索承载板是合页夹式承载板或平板式承载板；当所述锚索承载板是合页夹式承载板时，锚索呈U型绕过合页夹式承载板，当所述锚索承载板是平板式承载板时，平板式承载板均固定有用于夹持锚索一端的热熔锚具。
  4. 如权利要求1、2或3所述的压力分散型扩大头锚杆的施工方法，其特征在于：所述钻杆钻进时将锚索承载板和锚索同时带进。
  5. 如权利要求1、2或3所述的压力分散型扩大头锚杆的施工方法，其特征在于：结束水泥浆压力旋喷切割钻进并退出钻杆后，无旋喷状态下将锚索承载板和锚索带进到水泥浆压力旋喷切割钻进段内。
  6. 如权利要求1、2或3所述的压力分散型扩大头锚杆的施工方法，其特征在于：所述水压力旋喷钻进中的水压力是2～15MPa，所述水泥浆压力旋喷钻进中的水泥浆压力是15～30MPa，所述水泥浆水灰比是1.0～1.5。
  7. 如权利要求1、2或3所述的压力分散型扩大头锚杆的施工方法，其特征在于：所述水泥浆压力旋喷切割钻进段到达其最末端时，结束水泥浆压力旋喷并退出钻杆时，在所述水泥浆压力旋喷切割钻进段内低压力补浆，当锚杆具有止水帷幕时，在锚杆的止水帷幕交界处以水泥浆压力为0.5～2MPa进行压力注浆。
  8. 如权利要求1、2或3所述的压力分散型扩大头锚杆的施工方法，其特征在于：所述水泥浆压力旋喷切割钻进段长度与水压力旋喷切割钻进段长度之比为：0.06～0.3。
  9. 如权利要求1、2或3所述的压力分散型扩大头锚杆的施工方法，其特征在于：所述水泥浆使用的水泥是普通强度等级水泥或强度等级为52.5Mpa及以上的高标号的水泥。
  10. 一种压力分散型扩大头锚杆的结构，采用如权利要求1所述压力分散型扩大头锚杆的施工方法，在土层内由外到里分别形成相接通的水压力旋喷切割钻进段和水泥浆压力旋喷切割钻进段，所述水泥浆压力旋喷切割钻进段内的水泥浆硬化并包裹固定锚索承载板和锚索，其特征在于:所述水泥浆压力旋喷切割钻进段的长度为2～4米，所述水泥浆压力旋喷切割钻进段的横截面最大内径为600～800毫米，水压力旋喷切割钻进段与所述水泥浆压力旋喷切割钻进段内径的比值的范围为0.2～0.4；
    当所述土层是粘土层、粉质粘土层或粉土层时，所述水泥浆压力旋喷切割钻进段内的保留水泥土的水泥掺量为30％～40％；
    当所述土层是砂性土层时，所述泥浆压力旋喷切割钻进段内的保留水泥土的水泥掺量为15％～30％。
  11. 如权利要求10所述的压力分散型扩大头锚杆的结构，其特征在于：所述锚索承载板是沿所述水泥浆压力旋喷切割钻进段长度方向间隔固定在水泥浆压力旋喷切割钻进段内的硬化水泥土中的至少两个承载板，所述锚索是设有隔膜层的锚索；所述锚索承载板是合页夹式承载板或平板式承载板，当所述锚索承载板是合页夹式承载板时，锚索呈U型绕过合页夹式承载板，当所述锚索承载板是平板式承载板时，每个平板式承载板均固定有用于夹持锚索一端的热熔锚具。
  12. 如权利要求10所述的压力分散型扩大头锚杆的结构，其特征在于：所述锚索承载板是固定在水泥浆压力旋喷切割钻进段内的硬化水泥土中的一个锚索承载板，所述锚索是设有隔膜层的锚索，所述 锚索承载板是合页夹式承载板或平板式承载板；当所述锚索承载板是合页夹式承载板时，锚索呈U型绕过合页夹式承载板，当所述锚索承载板是平板式承载板时，平板式承载板均固定有用于夹持锚索一端的热熔锚具。
  13. 如权利要求10、11或12所述的压力分散型扩大头锚杆的结构，其特征在于：所述水泥浆压力旋喷切割钻进段长度与水压力旋喷切割钻进段长度之比为：0.06～0.3。
  14. 如权利要求10、11或12所述的压力分散型扩大头锚杆的结构，其特征在于：所述水泥浆使用的水泥是普通强度等级水泥或强度等级为52.5Mpa及以上的高标号的水泥。
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