WO2021017799A1 - 基于大直径搅拌提高桩基承载力的施工方法 - Google Patents

基于大直径搅拌提高桩基承载力的施工方法 Download PDF

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WO2021017799A1
WO2021017799A1 PCT/CN2020/101639 CN2020101639W WO2021017799A1 WO 2021017799 A1 WO2021017799 A1 WO 2021017799A1 CN 2020101639 W CN2020101639 W CN 2020101639W WO 2021017799 A1 WO2021017799 A1 WO 2021017799A1
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mixing
construction
diameter
basalt fiber
standard penetration
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PCT/CN2020/101639
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English (en)
French (fr)
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宋伟杰
李建平
朱庆凯
刘光磊
武思宇
侯恩品
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北京中岩大地科技股份有限公司
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Publication of WO2021017799A1 publication Critical patent/WO2021017799A1/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
    • E02D5/22—Piles
    • E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
    • E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2300/00—Materials
    • E02D2300/0004—Synthetics
    • E02D2300/0018—Cement used as binder
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2300/00—Materials
    • E02D2300/0051—Including fibers

Definitions

  • the invention belongs to the technical field of pile foundation construction, and specifically relates to a construction method for improving the bearing capacity of the pile foundation based on large-diameter mixing.
  • Cement-soil deep mixing pile is a method used to reinforce soft soil foundation. It uses cement as a curing agent, and through special mixing machinery and slurry pump, the soft soil and curing agent are forced to mix and mix in the depth of the foundation. A series of physical and chemical reactions between the agent and the soft soil harden the soft soil into a composite foundation with integrity, water stability and high foundation bearing capacity.
  • the rigid composite pile is a new composite pile type in which the core pile is inserted before the cement-soil mixing pile is initially set to form a common force.
  • the present invention proposes a construction method based on large-diameter mixing to increase the bearing capacity of the pile foundation.
  • the present invention proposes a construction method based on large-diameter mixing to increase the bearing capacity of the pile foundation, which overcomes the deficiencies of the prior art.
  • the diameter of the mixing pile is enlarged, and the pipe pile is inserted to achieve higher strength; by mixing basalt fiber in the slurry, the cohesive force of the slurry is increased, and the The strength of large-diameter mixing piles; different construction parameters are adopted for different geological conditions to achieve the purpose of adapting measures to local conditions.
  • Step 1 Mixing equipment configuration and modification; the mixing bit is made up of a mixing drill rod, a main mixing blade and a compound mixing blade. 1-10 mixing injection ports and 1 high-pressure rotary injection port are set on the back of the main mixing blade, according to the mixing and injection The number of ports is evenly arranged in the middle of the independent stirring blades to both sides, and the high-pressure jet nozzles are set on the outer edge of the main stirring blades; the configured stirring bit and the connecting drill rod are connected by threads, and then the stirring bit and the connecting drill rod are integrated with the stirring The drilling rig is connected by flanges;
  • Step 2 Stirring spray grout and rotary spray grout configuration; both the stirring spray grout and the rotary spray grout adopt cement grout mixed with basalt fiber; among them, the basalt fiber with a length of 5-50mm and a diameter of 1-50 ⁇ m is selected.
  • the mass ratio of cement slurry ranges from 0% to 1.2%; the water-cement ratio of cement slurry is 1-2;
  • the standard penetration base N value is dynamically adjusted to the configuration plan of the mixing and spraying slurry.
  • the specific configuration plan is as follows:
  • standard penetration test index standard penetration base N value range is 0-30, choose basalt fiber with a length of 5-10mm and a diameter of 1-10 ⁇ m, and the mass ratio of basalt fiber in the cement slurry ranges from 0% to 0.3%;
  • standard penetration test index standard penetration base N value range is 30-50, choose basalt fiber with a length of 10-20mm and a diameter of 1-20 ⁇ m, and the mass ratio of basalt fiber in the cement slurry ranges from 0% to 0.6%;
  • the basalt fiber with a length of 30-50mm and a diameter of 30-50 ⁇ m shall be selected, and the mass ratio of basalt fiber in the cement slurry ranges from 0% to 1.2%;
  • Step 3 Mixing and drilling construction; during the mixing and drilling process, the cement slurry mixed with basalt fiber is continuously sprayed through the mixing nozzle, the injection pressure is 0.5-10MPa, and the amount of slurry sprayed during the drilling process is the drilling and lifting 10%-30% of the total injection volume;
  • Step 4 Stirring and lifting construction; during the stirring and lifting process, the cement slurry mixed with basalt fiber is continuously sprayed through the spray nozzle, and the spray pressure is 0.5-10MPa; the spray nozzle is intermittently sprayed with basalt fiber Cement slurry, the spray pressure is 10-60MPa; the spray volume of the slurry during the drilling process is 70%-90% of the total spray volume of the drilling and lifting;
  • Step 5 Complete the mixing operation and implement the pile planting operation; complete the mixing operation when the mixing bit is raised to the design height, and let it stand for 0-48 hours, and then insert the pipe pile into the designated position of the mixing pile body according to the design requirements, and perform the pipe pile Fix and let it stand for 2-48 hours to release the restraint on the pipe pile;
  • Step 6 Construction is over.
  • the jet grouting construction plan is dynamically adjusted according to the standard penetration test index N value of the soil mass of the construction site, and the specific configuration plan is as follows:
  • the downward moving speed of the drill rod during the mixing and drilling process is 100-1000 mm/min, and the rotating speed is 10-20 r/min; the upward moving speed of the drill rod during the mixing and lifting process is 500-2000 mm/min, and the rotating speed is 10 -20r/min.
  • the total mass of the cement slurry mixed with basalt fiber during the drilling and lifting process is 10-30% of the total mass of the stirred soil.
  • the stirring nozzle and the high-pressure rotary nozzle are made of high-strength alloy materials, and the yield strength is greater than 345MPa; the diameter of the stirring nozzle is 10-50mm, and the diameter of the high-pressure rotary nozzle is 1-5mm.
  • Fig. 1 is a process flow chart of the construction method for improving the bearing capacity of a pile foundation based on large-diameter mixing according to the present invention.
  • Step 1 Mixing equipment configuration and modification; the mixing bit is made up of a mixing drill rod, a main mixing blade and a compound mixing blade. 5 mixing injection ports and 1 high-pressure rotary injection port are set on the back of the main mixing blade. The number of autonomous stirring blades is evenly arranged in the middle to both sides, and the high-pressure jet nozzle is set on the outer edge of the main stirring blade; the configured stirring bit and the connecting drill rod are connected by threads, and then the stirring bit and the connecting drill rod are passed through the stirring drill as a whole Flange connection
  • Step 2 Stirring spray grout and rotary spray grout configuration; both the stirring spray grout and the rotary spray grout adopt cement grout mixed with basalt fiber; among them, the basalt fiber with a length of 10mm and a diameter of 7 ⁇ m is selected.
  • the basalt fiber in the cement slurry The mass ratio is 0.2%; the water-cement ratio of the cement slurry is 1.2;
  • Step 3 Mixing and drilling construction; during the mixing and drilling process, the cement slurry mixed with basalt fiber is continuously sprayed through the mixing nozzle, the injection pressure is 10MPa, and the amount of slurry sprayed during the drilling process is the total injection of drilling and lifting 20% of the amount;
  • Step 4 Mixing and lifting construction; during the mixing and lifting process, the cement slurry mixed with basalt fiber is continuously sprayed through the mixing nozzle at a spray pressure of 10MPa; the cement slurry mixed with basalt fiber is sprayed intermittently through the rotary spray nozzle ,
  • the injection pressure is 30MPa; the injection volume of the slurry during the drilling process is 80% of the total injection volume of the drilling and lifting;
  • Step 5 Complete the mixing operation and implement the pile planting operation; complete the mixing operation when the mixing bit is raised to the design height, and let it stand for 1.5 hours, and then insert the pipe pile into the designated position of the mixing pile body according to the design requirements to fix the pipe pile. Let it stand for 3 hours to release the restraint on the pipe pile;
  • Step 6 Construction is over.
  • the jet grouting construction plan is dynamically adjusted according to the standard penetration test index N value of the soil mass of the construction site, and the specific configuration plan is as follows:
  • the downward moving speed of the drill rod during the mixing and drilling process is 500 mm/min and the rotation speed is 15 r/min; the upward moving speed of the drill rod during the mixing and lifting process is 1000 mm/min and the rotation speed is 15 r/min.
  • the total mass of the cement slurry mixed with basalt fiber during the drilling and lifting process is 15% of the total mass of the stirred soil.
  • the stirring jet nozzle and the high pressure rotary jet nozzle are both made of high-strength alloy materials, with a yield strength of 400 MPa; the stirring jet nozzle diameter is 20 mm, and the high pressure jet nozzle diameter is 3 mm.
  • Step 1 Mixing equipment configuration and modification; the mixing bit is made up of a mixing drill rod, a main mixing blade and a compound mixing blade. 5 mixing injection ports and 1 high-pressure rotary injection port are set on the back of the main mixing blade. The number of autonomous stirring blades is evenly arranged in the middle to both sides, and the high-pressure jet nozzle is set on the outer edge of the main stirring blade; the configured stirring bit and the connecting drill rod are connected by threads, and then the stirring bit and the connecting drill rod are passed through the stirring drill as a whole Flange connection
  • Step 2 Stirring spray grout and rotary spray grout configuration; both the stirring spray grout and the rotary spray grout use cement grout mixed with basalt fiber; among them, the basalt fiber with a length of 15mm and a diameter of 15 ⁇ m is selected.
  • the basalt fiber is used in the cement slurry
  • the mass ratio is 0.5%; the water-cement ratio of the cement slurry is 1.2;
  • Step 3 Mixing and drilling construction; during the mixing and drilling process, the cement slurry mixed with basalt fiber is continuously sprayed through the mixing nozzle, the injection pressure is 10MPa, and the amount of slurry sprayed during the drilling process is the total injection of drilling and lifting 20% of the amount;
  • Step 4 Mixing and lifting construction; during the mixing and lifting process, the cement slurry mixed with basalt fiber is continuously sprayed through the mixing nozzle at a spray pressure of 10MPa; the cement slurry mixed with basalt fiber is sprayed intermittently through the rotary spray nozzle , The spray pressure is 40MPa; the spray volume of the slurry during the drilling process is 80% of the total spray volume of the drilling and lifting;
  • Step 5 Complete the mixing operation and implement the pile planting operation; complete the mixing operation when the mixing bit is raised to the design height, and let it stand for 1.5 hours, and then insert the pipe pile into the designated position of the mixing pile body according to the design requirements to fix the pipe pile. Let it stand for 3 hours to release the restraint on the pipe pile;
  • Step 6 Construction is over.
  • the jet grouting construction plan is dynamically adjusted according to the standard penetration test index N value of the soil mass of the construction site, and the specific configuration plan is as follows:
  • a rotary spraying operation is carried out through the rotary spraying nozzle every 1.5m, and the lifting height of each rotary spraying construction is 0.2m.
  • the downward moving speed of the drill rod during the stirring and drilling process is 700 mm/min and the rotational speed is 15 r/min; the upward moving speed of the drill rod during the stirring and lifting process is 1500 mm/min and the rotational speed is 15 r/min.
  • the total mass of the cement slurry mixed with basalt fiber during the drilling and lifting process is 15% of the total mass of the stirred soil.
  • the stirring jet port and the high-pressure rotary jet nozzle are all made of high-strength alloy materials, and the yield strength is 400 MPa; the diameter of the stirring jet nozzle is 25 mm, and the high-pressure rotary jet nozzle diameter is 2 mm.
  • the invention is based on the construction method of large-diameter mixing to increase the bearing capacity of the pile foundation.
  • By setting a plurality of mixing nozzles and high-pressure rotary spray nozzles the diameter of the mixing pile is enlarged, and the pipe pile is inserted to achieve higher strength;
  • Incorporating basalt fiber increases the cohesive force of the slurry and improves the strength of the large-diameter mixing pile;
  • different construction parameters are adopted for different geological conditions to achieve the purpose of adapting measures to local conditions.

Abstract

基于大直径搅拌提高桩基承载力的施工方法，属于桩基施工技术领域，基于在搅拌叶片背部设置了搅拌喷射口和高压旋喷口的搅拌钻头并结合搅拌钻机，采用如下步骤开展大直径深层搅拌的施工方法：搅拌设备配置及改造；搅喷浆液及旋喷浆液配置；搅拌下钻施工；搅拌提钻施工；完成搅拌作业，实施植桩作业；施工结束。本发明通过设置多个搅拌喷口及高压旋喷喷口，将搅拌桩直径进行扩大，并插入管桩达到了较高的强度；通过在浆液中掺入玄武岩纤维，加大了浆液的粘聚力，提升了大直径搅拌桩的强度；对不同地质条件采用不同的施工参数，达到因地制宜的目的。

Description

基于大直径搅拌提高桩基承载力的施工方法 技术领域
本发明属于桩基施工技术领域，具体涉及到基于大直径搅拌提高桩基承载力的施工方法。
 背景技术
水泥土深层搅拌桩是用于加固软土地基的一种方法，它利用水泥作为固化剂，通过特制的搅拌机械和输浆泵，在地基深处将软土和固化剂强制搅拌混合，利用固化剂和软土之间所产生的一系列物理化学反应，使软土硬结成具有整体性、水稳定性和较高地基承载力的复合地基。劲性复合桩是在水泥土搅拌桩初凝前将芯桩插入其中，形成共同受力的一种新的复合桩型。
目前，深层搅拌桩施工过程仍然存在一些问题，一是搅拌桩直径较小，若直径过大，单桩承载力难以控制；二是施工效率受人为因素影响程度大，工人的机械操作水平及整体素质影响施工效率，主观因素导致的施工误差难以控制；三是施工效率低，在密实砂层中深层搅拌机钻进速度慢，若遇到更加坚硬的土层，搅拌桩施工可能不能继续进行，严重影响施工进度；四是施工成本高，设备损坏严重，深层搅拌桩机在密实砂层中钻进时对钻头的磨损比较严重。因此，为了解决上述问题，本发明提出了基于大直径搅拌提高桩基承载力的施工方法。
 技术解决方案
针对现有技术中存在的上述技术问题，本发明提出了基于大直径搅拌提高桩基承载力的施工方法，克服了现有技术的不足。通过设置多个搅拌喷口及高压旋喷喷口，将搅拌桩直径进行扩大，并插入管桩达到了较高的强度；通过在浆液中掺入玄武岩纤维，加大了浆液的粘聚力，提升了大直径搅拌桩的强度；对不同地质条件采用不同的施工参数，达到因地制宜的目的。
为了实现上述目的，本发明采用如下技术方案：
基于大直径搅拌提高桩基承载力的施工方法，其特征在于，基于在搅拌叶片背部设置了搅拌喷射口和高压旋喷口的搅拌钻头并结合搅拌钻机，采用如下步骤开展大直径深层搅拌的施工方法：
步骤1：搅拌设备配置及改造；搅拌钻头由搅拌钻杆、主搅叶片和复搅叶片而成，在主搅叶片背部分别设置1-10个搅拌喷射口和1个高压旋喷口，根据搅拌喷射口的数量自主搅叶片中间向两侧均匀布置，高压旋喷口设置于主搅叶片的外边缘；将配置好的搅拌钻头与连接钻杆通过螺纹连接，然后将搅拌钻头与连接钻杆整体与搅拌钻机通过法兰连接；
步骤2：搅喷浆液及旋喷浆液配置；搅喷浆液和旋喷浆液均采用掺有玄武岩纤维的水泥浆液；其中，选用长度为5-50mm、直径为1-50μm的玄武岩纤维，玄武岩纤维在水泥浆液中的质量占比范围为0%-1.2%；水泥浆液的水灰比为1-2；
根据施工场地土体的标贯试验指标标贯基数N值动态调整搅喷浆液及旋喷浆液配置方案，具体配置方案如下：
标贯试验指标标贯基数N值范围为0-30时，选用长度为5-10mm、直径为1-10μm的玄武岩纤维，玄武岩纤维在水泥浆液中的质量占比范围为0％-0.3%；
标贯试验指标标贯基数N值范围为30-50时，选用长度为10-20mm、直径为1-20μm的玄武岩纤维，玄武岩纤维在水泥浆液中的质量占比范围为0％-0.6%；
标贯试验指标标贯基数N值范围为50-80时，选用长度为20-30mm、直径为20-30μm的玄武岩纤维，玄武岩纤维在水泥浆液中的质量占比范围为0％-0.9%；
标贯试验指标标贯基数N值大于80时，选用长度为30-50mm、直径为30-50μm的玄武岩纤维，玄武岩纤维在水泥浆液中的质量占比范围为0％-1.2%；
步骤3：搅拌下钻施工；搅拌下钻过程中通过搅拌喷射口连续性地喷射掺有玄武岩纤维的水泥浆液，喷射压力为0.5-10MPa，下钻过程中浆液的喷射量为下钻、提钻总喷射量的10%-30%；
步骤4：搅拌提钻施工；搅拌提钻过程中通过搅拌喷射口连续性地喷射掺有玄武岩纤维的水泥浆液，喷射压力为0.5-10MPa；通过旋喷喷射口间断性的喷射掺有玄武岩纤维的水泥浆液，喷射压力为10-60MPa；提钻过程中浆液的喷射量为下钻、提钻总喷射量的70%-90%；
步骤5：完成搅拌作业，实施植桩作业；将搅拌钻头提升至设计高度时完成搅拌作业，静置0-48小时，然后按设计要求将管桩插入搅拌桩体的指定位置，对管桩进行固定，静置2-48小时，解除对管桩的约束；
步骤6：施工结束。
优选地，根据施工场地土体的标贯试验指标标贯基数N值动态调整旋喷施工方案，具体配置方案如下：
标贯试验指标标贯基数N值范围为0-30时，垂直方向每间隔0.5-1.0m通过旋喷喷射口开展一次旋喷作业，每次旋喷施工提升高度为0.1-0.3m；
标贯试验指标标贯基数N值范围为30-50时，垂直方向每间隔1.0-2.0m通过旋喷喷射口开展一次旋喷作业，每次旋喷施工提升高度为0.1-0.3m；
标贯试验指标标贯基数N值范围为50-80时，垂直方向每间隔2.0-3.0m通过旋喷喷射口开展一次旋喷作业，每次旋喷施工提升高度为0.1-0.3m；
标贯试验指标标贯基数N值大于80时，垂直方向每间隔3.0-5.0m通过旋喷喷射口开展一次旋喷作业，每次旋喷施工提升高度为0.1-0.3m；
优选地，所述搅拌下钻过程中钻杆向下移动速度为100-1000mm/min，转速为10-20r/min；搅拌提升过程中钻杆向上移动速度为500-2000mm/min，转速为10-20r/min。
优选地，所述在下钻、提钻过程中喷射掺有玄武岩纤维的水泥浆液的总质量为搅拌土体总质量的10-30%。
优选地，所述搅拌喷射口、高压旋喷口均采用高强合金材料制成，屈服强度大于345MPa；搅拌喷射口直径为10-50mm，高压旋喷口直径为1-5mm。
 有益效果
本发明所带来的有益技术效果：
（1）通过设置多个搅拌喷口及高压旋喷喷口，将搅拌桩直径进行扩大，并插入管桩达到了较高的强度；（2）通过在浆液中掺入玄武岩纤维，加大了浆液的粘聚力，提升了大直径搅拌桩的强度；（3）对不同地质条件采用不同的施工参数，达到因地制宜的目的。
 附图说明
图1为本发明基于大直径搅拌提高桩基承载力的施工方法的工艺流程图。
 本发明的实施方式
下面结合附图以及具体实施方式对本发明作进一步详细说明：
实施例1：
采用本发明的施工方法，在场地地质条件的标贯试验指标标贯基数N值为20时，按照如下步骤进行：
基于大直径搅拌提高桩基承载力的施工方法，其特征在于，基于在搅拌叶片背部设置了搅拌喷射口和高压旋喷口的搅拌钻头并结合搅拌钻机，采用如下步骤开展大直径深层搅拌的施工方法：
步骤1：搅拌设备配置及改造；搅拌钻头由搅拌钻杆、主搅叶片和复搅叶片而成，在主搅叶片背部分别设置5个搅拌喷射口和1个高压旋喷口，根据搅拌喷射口的数量自主搅叶片中间向两侧均匀布置，高压旋喷口设置于主搅叶片的外边缘；将配置好的搅拌钻头与连接钻杆通过螺纹连接，然后将搅拌钻头与连接钻杆整体与搅拌钻机通过法兰连接；
步骤2：搅喷浆液及旋喷浆液配置；搅喷浆液和旋喷浆液均采用掺有玄武岩纤维的水泥浆液；其中，选用长度为10mm、直径为7μm的玄武岩纤维，玄武岩纤维在水泥浆液中的质量占比范围为0.2%；水泥浆液的水灰比为1.2；
步骤3：搅拌下钻施工；搅拌下钻过程中通过搅拌喷射口连续性地喷射掺有玄武岩纤维的水泥浆液，喷射压力为10MPa，下钻过程中浆液的喷射量为下钻、提钻总喷射量的20%；
步骤4：搅拌提钻施工；搅拌提钻过程中通过搅拌喷射口连续性地喷射掺有玄武岩纤维的水泥浆液，喷射压力为10MPa；通过旋喷喷射口间断性的喷射掺有玄武岩纤维的水泥浆液，喷射压力为30MPa；提钻过程中浆液的喷射量为下钻、提钻总喷射量的80%；
步骤5：完成搅拌作业，实施植桩作业；将搅拌钻头提升至设计高度时完成搅拌作业，静置1.5小时，然后按设计要求将管桩插入搅拌桩体的指定位置，对管桩进行固定，静置3小时，解除对管桩的约束；
步骤6：施工结束。
优选地，根据施工场地土体的标贯试验指标标贯基数N值动态调整旋喷施工方案，具体配置方案如下：
垂直方向每间隔0.7m通过旋喷喷射口开展一次旋喷作业，每次旋喷施工提升高度为0.2m；
优选地，所述搅拌下钻过程中钻杆向下移动速度为500mm/min，转速为15r/min；搅拌提升过程中钻杆向上移动速度为1000mm/min，转速为15r/min。
优选地，所述在下钻、提钻过程中喷射掺有玄武岩纤维的水泥浆液的总质量为搅拌土体总质量的15%。
优选地，所述搅拌喷射口、高压旋喷口均采用高强合金材料制成，屈服强度为400MPa；搅拌喷射口直径为20mm，高压旋喷口直径为3mm。
实施例2：
采用本发明的施工方法，在场地地质条件的标贯试验指标标贯基数N值为40时，按照如下步骤进行：
基于大直径搅拌提高桩基承载力的施工方法，其特征在于，基于在搅拌叶片背部设置了搅拌喷射口和高压旋喷口的搅拌钻头并结合搅拌钻机，采用如下步骤开展大直径深层搅拌的施工方法：
步骤1：搅拌设备配置及改造；搅拌钻头由搅拌钻杆、主搅叶片和复搅叶片而成，在主搅叶片背部分别设置5个搅拌喷射口和1个高压旋喷口，根据搅拌喷射口的数量自主搅叶片中间向两侧均匀布置，高压旋喷口设置于主搅叶片的外边缘；将配置好的搅拌钻头与连接钻杆通过螺纹连接，然后将搅拌钻头与连接钻杆整体与搅拌钻机通过法兰连接；
步骤2：搅喷浆液及旋喷浆液配置；搅喷浆液和旋喷浆液均采用掺有玄武岩纤维的水泥浆液；其中，选用长度为15mm、直径为15μm的玄武岩纤维，玄武岩纤维在水泥浆液中的质量占比范围为0.5%；水泥浆液的水灰比为1.2；
步骤3：搅拌下钻施工；搅拌下钻过程中通过搅拌喷射口连续性地喷射掺有玄武岩纤维的水泥浆液，喷射压力为10MPa，下钻过程中浆液的喷射量为下钻、提钻总喷射量的20%；
步骤4：搅拌提钻施工；搅拌提钻过程中通过搅拌喷射口连续性地喷射掺有玄武岩纤维的水泥浆液，喷射压力为10MPa；通过旋喷喷射口间断性的喷射掺有玄武岩纤维的水泥浆液，喷射压力为40MPa；提钻过程中浆液的喷射量为下钻、提钻总喷射量的80%；
步骤5：完成搅拌作业，实施植桩作业；将搅拌钻头提升至设计高度时完成搅拌作业，静置1.5小时，然后按设计要求将管桩插入搅拌桩体的指定位置，对管桩进行固定，静置3小时，解除对管桩的约束；
步骤6：施工结束。
优选地，根据施工场地土体的标贯试验指标标贯基数N值动态调整旋喷施工方案，具体配置方案如下：
垂直方向每间隔1.5m通过旋喷喷射口开展一次旋喷作业，每次旋喷施工提升高度为0.2m。
优选地，所述搅拌下钻过程中钻杆向下移动速度为700mm/min，转速为15r/min；搅拌提升过程中钻杆向上移动速度为1500mm/min，转速为15r/min。
优选地，所述在下钻、提钻过程中喷射掺有玄武岩纤维的水泥浆液的总质量为搅拌土体总质量的15%。
优选地，所述搅拌喷射口、高压旋喷口均采用高强合金材料制成，屈服强度为400MPa；搅拌喷射口直径为25mm，高压旋喷口直径为2mm。
本发明基于大直径搅拌提高桩基承载力的施工方法，通过设置多个搅拌喷口及高压旋喷喷口，将搅拌桩直径进行扩大，并插入管桩达到了较高的强度；通过在浆液中掺入玄武岩纤维，加大了浆液的粘聚力，提升了大直径搅拌桩的强度；对不同地质条件采用不同的施工参数，达到因地制宜的目的。
当然，上述说明并非是对本发明的限制，本发明也并不仅限于上述举例，本技术领域的技术人员在本发明的实质范围内所做出的变化、改型、添加或替换，也属于本发明的保护范围。

Claims (5)

  1. 基于大直径搅拌提高桩基承载力的施工方法，其特征在于，基于在搅拌叶片背部设置了搅拌喷射口和高压旋喷口的搅拌钻头并结合搅拌钻机，采用如下步骤开展大直径深层搅拌的施工方法：
    步骤1：搅拌设备配置及改造；搅拌钻头由搅拌钻杆、主搅叶片和复搅叶片而成，在主搅叶片背部分别设置1-10个搅拌喷射口和1个高压旋喷口，根据搅拌喷射口的数量自主搅叶片中间向两侧均匀布置，高压旋喷口设置于主搅叶片的外边缘；将配置好的搅拌钻头与连接钻杆通过螺纹连接，然后将搅拌钻头与连接钻杆整体与搅拌钻机通过法兰连接；
    步骤2：搅喷浆液及旋喷浆液配置；搅喷浆液和旋喷浆液均采用掺有玄武岩纤维的水泥浆液；其中，选用长度为5-50mm、直径为1-50μm的玄武岩纤维，玄武岩纤维在水泥浆液中的质量占比范围为0%-1.2%；水泥浆液的水灰比为1-2；
    根据施工场地土体的标贯试验指标标贯基数N值动态调整搅喷浆液及旋喷浆液配置方案，具体配置方案如下：
    标贯试验指标标贯基数N值范围为0-30时，选用长度为5-10mm、直径为1-10μm的玄武岩纤维，玄武岩纤维在水泥浆液中的质量占比范围为0％-0.3%；
    标贯试验指标标贯基数N值范围为30-50时，选用长度为10-20mm、直径为1-20μm的玄武岩纤维，玄武岩纤维在水泥浆液中的质量占比范围为0％-0.6%；
    标贯试验指标标贯基数N值范围为50-80时，选用长度为20-30mm、直径为20-30μm的玄武岩纤维，玄武岩纤维在水泥浆液中的质量占比范围为0％-0.9%；
    标贯试验指标标贯基数N值大于80时，选用长度为30-50mm、直径为30-50μm的玄武岩纤维，玄武岩纤维在水泥浆液中的质量占比范围为0％-1.2%；
    步骤3：搅拌下钻施工；搅拌下钻过程中通过搅拌喷射口连续性地喷射掺有玄武岩纤维的水泥浆液，喷射压力为0.5-10MPa，下钻过程中浆液的喷射量为下钻、提钻总喷射量的10%-30%；
    步骤4：搅拌提钻施工；搅拌提钻过程中通过搅拌喷射口连续性地喷射掺有玄武岩纤维的水泥浆液，喷射压力为0.5-10MPa；通过旋喷喷射口间断性的喷射掺有玄武岩纤维的水泥浆液，喷射压力为10-60MPa；提钻过程中浆液的喷射量为下钻、提钻总喷射量的70%-90%；
    步骤5：完成搅拌作业，实施植桩作业；将搅拌钻头提升至设计高度时完成搅拌作业，静置0-48小时，然后按设计要求将管桩插入搅拌桩体的指定位置，对管桩进行固定，静置2-48小时，解除对管桩的约束；
    步骤6：施工结束。
  2. 根据权利要求1所述的基于大直径搅拌提高桩基承载力的施工方法，其特征在于，根据施工场地土体的标贯试验指标标贯基数N值动态调整旋喷施工方案，具体配置方案如下：
    标贯试验指标标贯基数N值范围为0-30时，垂直方向每间隔0.5-1.0m通过旋喷喷射口开展一次旋喷作业，每次旋喷施工提升高度为0.1-0.3m；
    标贯试验指标标贯基数N值范围为30-50时，垂直方向每间隔1.0-2.0m通过旋喷喷射口开展一次旋喷作业，每次旋喷施工提升高度为0.1-0.3m；
    标贯试验指标标贯基数N值范围为50-80时，垂直方向每间隔2.0-3.0m通过旋喷喷射口开展一次旋喷作业，每次旋喷施工提升高度为0.1-0.3m；
    标贯试验指标标贯基数N值大于80时，垂直方向每间隔3.0-5.0m通过旋喷喷射口开展一次旋喷作业，每次旋喷施工提升高度为0.1-0.3m。
  3. 根据权利要求1所述的基于大直径搅拌提高桩基承载力的施工方法，其特征在于，所述搅拌下钻过程中钻杆向下移动速度为100-1000mm/min，转速为10-20r/min；搅拌提升过程中钻杆向上移动速度为500-2000mm/min，转速为10-20r/min。
  4. 根据权利要求1所述的基于大直径搅拌提高桩基承载力的施工方法，其特征在于，所述在下钻、提钻过程中喷射掺有玄武岩纤维的水泥浆液的总质量为搅拌土体总质量的10-30%。
  5. 根据权利要求1所述的基于大直径搅拌提高桩基承载力的施工方法，其特征在于，所述搅拌喷射口、高压旋喷口均采用高强合金材料制成，屈服强度大于345MPa；搅拌喷射口直径为10-50mm，高压旋喷口直径为1-5mm。
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