WO2019128123A1 - Method for calculating total thrust of composite shield during tunneling in soil and rock mixed geology - Google Patents

Method for calculating total thrust of composite shield during tunneling in soil and rock mixed geology Download PDF

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WO2019128123A1
WO2019128123A1 PCT/CN2018/090810 CN2018090810W WO2019128123A1 WO 2019128123 A1 WO2019128123 A1 WO 2019128123A1 CN 2018090810 W CN2018090810 W CN 2018090810W WO 2019128123 A1 WO2019128123 A1 WO 2019128123A1
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unit
soft soil
shield
earth pressure
rock
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PCT/CN2018/090810
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Chinese (zh)
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张茜
齐文聪
亢一澜
周思阳
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天津大学
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    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/17—Mechanical parametric or variational design

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  • the invention relates to the calculation of the total thrust in the composite earth pressure balance shield tunneling.
  • it relates to a method for calculating the total thrust of a composite earth pressure balance shield in geotechnical mixed geology.
  • the composite earth pressure balance shield is a new shield structure developed on the basis of the earth pressure balance shield and applied to complex geological conditions such as soil with large difference in strength and uneven geotechnical layer of shield tunneling section.
  • the construction method is to install two or more kinds of tools on the cutter head, such as a cutter and a hob, to cut uneven layers such as soft soil, hard soil, gravel and soft rock, in order to maintain the stability of the excavation surface.
  • a construction method in which the excavated soil is filled in a sealed chamber behind the cutting disc and unearthed by a screw conveyor to maintain the balance of the earth pressure.
  • the determination of the total thrust is one of the core technologies in the design and construction process. Therefore, accurately calculating the total thrust of the tunnel boring machine and quantitatively studying the influencing factors of the total thrust is very important for the construction and design of the tunnel boring machine.
  • the researches on total thrust mainly include: 1. Calculation of total thrust of tunnel boring machine in single soft soil layer and hard rock stratum; 2. Analysis of tunnel boring machine in geotechnical mixed geology
  • the knife breaks the resistance of the rock, but the composite stratum structure is simplified into a homogeneous soft soil layer when analyzing the frictional resistance between the front face of the cutter head, the side of the shield and the rock and soil.
  • the existence of the hard rock layer below the tunneling face is not considered and how to analyze it.
  • the mechanism of the hard rock layer on the total thrust is the influence of the complexity of the stratum structure on the total thrust of the tunnel boring machine.
  • the current research still lacks a calculation method for the total thrust of the composite earth pressure balance shield in the geotechnical mixed geological excavation process.
  • the composite earth pressure balance shield machine usually operates in geotechnical mixed geology and its working environment is poor. The force is complicated, and the propulsion system must be designed according to the thrust characteristics to maintain high tunneling efficiency and ensure tunneling accuracy.
  • the total thrust of the composite earth pressure balance shield is the rock breaking force of the hob on the cutter head, the driving force of the joint between the cutter head panel and the soft soil layer, and the contact part between the cutter head panel and the soft soil layer.
  • the static earth pressure caused by the buried soil depth, the pressure of the sealing chamber in the opening part of the cutter head, the friction between the shield and the rock and the soil, and the traction force of the subsequent equipment are composed of several parts. Therefore, it is very important to study the total thrust characteristics of the cutterhead in the geotechnical mining process, and a new calculation method is needed to solve this problem.
  • the technical problem to be solved by the invention is to provide a calculation method for the total thrust of the composite earth pressure balance shield in the geotechnical mixed geological excavation, which can provide a reliable parameter control basis for the construction and design of the composite earth pressure balance shield.
  • the technical scheme adopted by the invention is: a calculation method of the total thrust of the composite earth pressure balance shield in the geotechnical mixed geological excavation, firstly calculating various component forces of the composite earth pressure balance shield during the excavation process, including: the hob cutter rock breaking force F 1, and panel cutter soft soil excavation contact portion of the pressing force F 2, the static cutter plate and the earth pressure the soft soil contact portion caused by soil depth F 3, the opening portion of the pressure capsule cutter F 4, friction resistance between the shield and soft soil F 5, F 6 and subsequent friction resistance between the shield device and the rock traction F 7; then calculated according to the various component , calculate the total thrust of the tunneling F:
  • the unit kN of the rock breaking force F 1 of the hob on the cutter head P 0 is the pressure of the crushing zone, in MPa, calculated according to the rock strength and cutting geometry parameters, namely: S is the hob pitch, in mm, ⁇ is the arc of the hob and the rock, the unit rad is calculated by the penetration degree ⁇ unit mm and the hob radius r unit mm: T is the width of the cutter tip, in mm; ⁇ c is the uniaxial compressive strength of the rock, in MPa; ⁇ t is the tensile strength of the rock, in MPa; ⁇ is the pressure distribution coefficient on the edge of the hob; N is the hard The number of hobs on the rock formation.
  • the calculation formula of the tunneling pressing force F 2 of the contact portion between the cutter head panel and the soft soil layer is as follows:
  • the unit kN of the squeezing force F 2 of the contact part between the cutterhead panel and the soft soil layer E is the elastic modulus of the soft soil layer, in MPa; ⁇ is the opening ratio of the cutterhead; ⁇ is the soft soil layer geology Poisson's ratio; ⁇ is the penetration degree, the unit is mm; D is the cutter diameter, unit m; t is the ratio of the soft soil area to the area of the tunneling surface.
  • the contact area of the cutterhead panel and the soft soil layer is the unit kN of the static earth pressure F 3 caused by the buried depth of the soil; D is the cutter diameter, unit m; ⁇ is the cutter opening ratio; K is the static earth pressure coefficient; ⁇ is the equivalent gravity of soft soil, the unit is kN/m 3 ; h is the effective overburden thickness of the tunnel, the unit is m.
  • the tunnel depth is greater than the diameter of the cutterhead, ie H>2D, the possibility of arching at the top of the tunnel is large.
  • the effective soil thickness is obtained by the theory of the relaxation soil pressure of Taishaji, and the calculation formula of h is c is the cohesive force of the soft soil layer geological unit; kPa; H(m) is the tunnel depth; (rad) is the internal friction angle of the soft soil layer; t is the ratio of the soft soil area to the excavation area.
  • the unit kN of the seal chamber pressure F 4 of the opening portion of the cutter head D is the cutter head diameter, unit m; p is the average earth pressure of the seal chamber, unit kPa;
  • the unit kN of the frictional resistance F 5 between the shield and the soft soil ⁇ 1 is the friction coefficient between the shield and the soft soil; ⁇ is the equivalent gravity of the soft soil, the unit is kN/m 3 ; D is the cutterhead Diameter, unit m; L is the length of the shield, the unit is m; K is the static earth pressure coefficient; h is the effective soil thickness of the tunnel, the unit is m, when the tunnel depth is greater than the diameter of the cutterhead, that is, H>2D, the top of the tunnel is covered with soil. The possibility of arching effect is large. At this time, the effective soil thickness is obtained by the theory of loose sand pressure of Taishaji.
  • h is c is the cohesion of the soft soil layer geological unit, kPa; H is the tunnel depth, unit m; The internal friction angle of the soft soil layer, unit rad; ⁇ is the central angle corresponding to the soft soil layer of the tunnel face, unit rad.
  • the effective soil thickness is obtained by using the theory of loose sand pressure of Taishaji.
  • h is c is the cohesive force of soft soil geology, unit kPa; K is the static earth pressure coefficient; H is the tunnel depth, unit m; The internal friction angle of the soft soil layer, unit rad; D is the cutter diameter, unit m; L is the length of the shield, the unit m; n is the corresponding string angle of the soft soil layer corresponding to the chord l' and the cutter diameter
  • the ratio of n is taken as the ratio of the string above the central axis of the tunnel. When the string is below the central axis of the tunnel, n is 1; G 1 is the weight of the host, in kN.
  • the unit kN of the traction force F 7 of the subsequent equipment is the friction coefficient between the subsequent equipment and the track; G 2 is the weight of the subsequent equipment, the unit kN.
  • the calculation method of the total thrust of the composite earth pressure balance shield in the geotechnical mixed geological excavation of the invention is fast and accurate for the calculation of the total thrust of the composite earth pressure balance shield in the geotechnical mixed geological excavation process. Due to the comprehensive consideration of the influence of core factors such as geological conditions, operating conditions and equipment structural characteristics, the calculation results are accurate and reliable. And the thrust parameters can be flexibly adjusted according to the geological conditions and the change of the tunneling speed at any time, which provides a reliable data basis for the design of the power system of the composite earth pressure balance shield and the setting and real-time adjustment of the thrust parameters during the construction process.
  • Figure 1 is a schematic view of the excavation face of a composite rock land layer.
  • the calculation method of the total thrust of the composite earth pressure balance shield in the geotechnical mixed geological excavation of the present invention firstly calculates the various component forces of the composite earth pressure balance shield during the excavation process, including: rock breaking of the hob on the cutter head the force F 1, and panel cutter soft soil excavation contact portion of the pressing force F 2, the static cutter plate and the earth pressure the soft soil contact portion caused by soil depth F 3, the opening portion of the pressure capsule cutter F 4, friction resistance F 5, friction resistance between the shield and the shield between the rock and soft soil F 6 and subsequent traction device F 7; then calculated according to the various component calculating tunneling total thrust F:
  • the unit kN of the rock breaking force F 1 of the hob on the cutter head P 0 is the pressure of the crushing zone, in MPa, calculated according to the rock strength and cutting geometry parameters, namely: S is the hob pitch, in mm, ⁇ is the arc of the hob and the rock, the unit rad is calculated by the penetration degree ⁇ unit mm and the hob radius r unit mm: T is the width of the cutter tip, in mm; ⁇ c is the uniaxial compressive strength of the rock, in MPa; ⁇ t is the tensile strength of the rock, in MPa; ⁇ is the pressure distribution coefficient on the edge of the hob; N is the hard The number of hobs on the rock formation.
  • the unit kN of the squeezing force F 2 of the contact part between the cutterhead panel and the soft soil layer E is the elastic modulus of the soft soil layer, in MPa; ⁇ is the opening ratio of the cutterhead; ⁇ is the soft soil layer geology Poisson's ratio; ⁇ is the penetration degree, the unit is mm; D is the cutter diameter, unit m; t is the ratio of the soft soil area to the area of the tunneling surface.
  • the contact area of the cutterhead panel and the soft soil layer is the unit kN of the static earth pressure F 3 caused by the buried depth of the soil; D is the cutter diameter, unit m; ⁇ is the cutter opening ratio; K is the static earth pressure coefficient; ⁇ is the equivalent gravity of soft soil, the unit is kN/m 3 ; h is the effective overburden thickness of the tunnel, the unit is m.
  • the tunnel depth is greater than the diameter of the cutterhead, ie H>2D, the possibility of arching at the top of the tunnel is large.
  • the effective soil thickness is obtained by the theory of the relaxation soil pressure of Taishaji, and the calculation formula of h is c is the cohesive force of the soft soil layer geological unit; kPa; H(m) is the tunnel depth; (rad) is the internal friction angle of the soft soil layer; t is the ratio of the soft soil area to the excavation area.
  • the unit kN of the seal chamber pressure F 4 of the opening portion of the cutter head D is the cutter head diameter, unit m; p is the average earth pressure of the seal chamber, unit kPa;
  • the unit kN of the frictional resistance F 5 between the shield and the soft soil ⁇ 1 is the friction coefficient between the shield and the soft soil; ⁇ is the equivalent gravity of the soft soil, the unit is kN/m 3 ; D is the cutterhead Diameter, unit m; L is the length of the shield, the unit is m; K is the static earth pressure coefficient; h is the effective soil thickness of the tunnel, the unit is m, when the tunnel depth is greater than the diameter of the cutterhead, that is, H>2D, the top of the tunnel is covered with soil. The possibility of arching effect is large. At this time, the effective soil thickness is obtained by the theory of loose sand pressure of Taishaji.
  • h c is the cohesion of the soft soil layer geological unit, kPa; H is the tunnel depth, unit m; The internal friction angle of the soft soil layer, unit rad; ⁇ is the central angle corresponding to the soft soil layer of the tunnel face, unit rad, as shown in Figure 1.
  • the effective soil thickness is obtained by using the theory of loose sand pressure of Taishaji.
  • h is c is the cohesive force of soft soil geology, unit kPa; K is the static earth pressure coefficient; H is the tunnel depth, unit m; The internal friction angle of the soft soil layer, unit rad; D is the cutter diameter, unit m; L is the length of the shield, the unit m; n is the corresponding string angle of the soft soil layer corresponding to the chord l' and the cutter diameter
  • the ratio is n when the chord is above the central axis of the tunnel. When the chord is below the central axis of the tunnel, n takes a value of 1, as shown in Figure 1.
  • G 1 is the weight of the host, in kN.
  • the unit kN of the traction force F 7 of the subsequent equipment is the friction coefficient between the subsequent equipment and the track; G 2 is the weight of the subsequent equipment, the unit kN.
  • a subway project is taken as an embodiment.
  • the pressure distribution coefficient ⁇ 0 on the blade edge.
  • the geological parameters involved in the calculation are taken from the geological report.
  • the tensile strength of rock ⁇ t 2.343 MPa
  • the operating parameters involved in the calculation are automatically recorded by the equipment.
  • the corresponding central angle ⁇ 5.630 rad
  • the total thrust value of the equipment in the project to the 505th ring has been calculated, and the total thrust when tunneling to the remaining positions can be determined in the same way. From this, the total thrust value of the composite earth pressure balance shield under different geological conditions and operating conditions can be calculated, which provides a scientific and effective data basis for the construction and design of the composite earth pressure balance shield tunnel.

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Abstract

Provided is a method for calculating total thrust of a composite earth pressure balance shield during tunneling in soil and rock mixed geology. The method comprises: calculating various component forces of a composite earth pressure balance shield during tunneling: a rock breaking force of a hob on a cutter head, a tunneling extrusion force of a contact segment of a cutter head panel with a soft soil layer, an earth pressure at rest, caused by the covering soil buried depth, of the contact segment of the cutter head panel with the soft soil layer, a sealed cabin pressure of an opening segment of the cutter head, the frictional resistance between a shield and soft soil, the frictional resistance between the shield and rock, and traction of a subsequent apparatus; and then calculating total thrust during tunneling according to the various calculated component forces. Total thrust of the composite earth pressure balance shield during tunneling in soil and rock mixed geology is calculated rapidly and accurately by the method. Thrust parameters can be flexibly adjusted at any time according to changes in the geological conditions and the tunneling speed, thus providing a reliable data basis for the design of a power system of a composite earth pressure balance shield device and for setting and real-time adjustment of the thrust parameters during construction.

Description

复合盾构在岩土混合地质中掘进总推力的计算方法Calculation method of total thrust of composite shield tunneling in geotechnical mixed geology 技术领域Technical field
本发明涉及一种复合土压平衡盾构掘进中总推力的计算。特别是涉及一种复合土压平衡盾构在岩土混合地质掘进中总推力的计算方法。The invention relates to the calculation of the total thrust in the composite earth pressure balance shield tunneling. In particular, it relates to a method for calculating the total thrust of a composite earth pressure balance shield in geotechnical mixed geology.
背景技术Background technique
复合型土压平衡盾构是在土压平衡盾构的基础上发展起来的一种适用于强度差别较大的土质以及盾构掘进断面岩土层不均匀等复杂地质条件中施工的新盾构，其施工方法是在刀盘上装有两种或两种以上的刀具，如切刀、滚刀，可切削软土、硬土、砂砾和软岩等不均匀地层，为了保持开挖面的稳定，在切削刀盘后的密封舱内充填开挖下来的土体，通过螺旋输送机出土，保持土压平衡的一种施工方法。其中总推力的确定是其设计及施工环节的核心技术之一，因此准确地计算隧道掘进机的总推力，定量地研究总推力的影响因素，对隧道掘进机的施工和设计十分重要。The composite earth pressure balance shield is a new shield structure developed on the basis of the earth pressure balance shield and applied to complex geological conditions such as soil with large difference in strength and uneven geotechnical layer of shield tunneling section. The construction method is to install two or more kinds of tools on the cutter head, such as a cutter and a hob, to cut uneven layers such as soft soil, hard soil, gravel and soft rock, in order to maintain the stability of the excavation surface. A construction method in which the excavated soil is filled in a sealed chamber behind the cutting disc and unearthed by a screw conveyor to maintain the balance of the earth pressure. The determination of the total thrust is one of the core technologies in the design and construction process. Therefore, accurately calculating the total thrust of the tunnel boring machine and quantitatively studying the influencing factors of the total thrust is very important for the construction and design of the tunnel boring machine.
目前已有针对总推力的研究主要包括：1.隧道掘进机在单一软土地层、硬岩地层掘进中总推力的计算；2.分析了隧道掘进机在岩土混合地质中切刀切土滚刀破岩产生的抵抗力，但是在分析刀盘正面、护盾侧面与岩土间的摩阻力时将复合地层结构简化成均质软土地层，未考虑掘进面下方硬岩层的存在以及如何分析硬岩层对总推力的作用机理，即忽略地层结构复杂性对隧道掘进机总推力的影响。综上所述，目前的研究仍缺乏针对复合土压平衡盾构在岩土混合地质掘进过程中总推力的计算方法，复合土压平衡盾构机通常在岩土混合地质中作业其工作环境恶劣且受力复杂，推进系统必须根据推力特性进行设计来维持较高的掘进效率并保证掘进精度。At present, the researches on total thrust mainly include: 1. Calculation of total thrust of tunnel boring machine in single soft soil layer and hard rock stratum; 2. Analysis of tunnel boring machine in geotechnical mixed geology The knife breaks the resistance of the rock, but the composite stratum structure is simplified into a homogeneous soft soil layer when analyzing the frictional resistance between the front face of the cutter head, the side of the shield and the rock and soil. The existence of the hard rock layer below the tunneling face is not considered and how to analyze it. The mechanism of the hard rock layer on the total thrust is the influence of the complexity of the stratum structure on the total thrust of the tunnel boring machine. In summary, the current research still lacks a calculation method for the total thrust of the composite earth pressure balance shield in the geotechnical mixed geological excavation process. The composite earth pressure balance shield machine usually operates in geotechnical mixed geology and its working environment is poor. The force is complicated, and the propulsion system must be designed according to the thrust characteristics to maintain high tunneling efficiency and ensure tunneling accuracy.
复合土压平衡盾构在掘进过程中，其总推力是由刀盘上滚刀的破岩力、刀盘面板与软土层接触部分的掘进挤压力、刀盘面板与软土层接触部分由覆土埋深引起的静土压力、刀盘开口部分的密封舱压力，护盾与岩、土间的摩阻力，后续设备的牵引力几部分组成。因此，研究刀盘在岩土混合地质掘进过程中的总推力特性十分重要，需要提出一种新的计算方法来解决这一问题。In the process of excavation, the total thrust of the composite earth pressure balance shield is the rock breaking force of the hob on the cutter head, the driving force of the joint between the cutter head panel and the soft soil layer, and the contact part between the cutter head panel and the soft soil layer. The static earth pressure caused by the buried soil depth, the pressure of the sealing chamber in the opening part of the cutter head, the friction between the shield and the rock and the soil, and the traction force of the subsequent equipment are composed of several parts. Therefore, it is very important to study the total thrust characteristics of the cutterhead in the geotechnical mining process, and a new calculation method is needed to solve this problem.
发明内容Summary of the invention
本发明所要解决的技术问题是，提供一种能够为复合土压平衡盾构施工与设计提供可靠的参数控制依据的复合土压平衡盾构在岩土混合地质掘进中总推力的计算方法。The technical problem to be solved by the invention is to provide a calculation method for the total thrust of the composite earth pressure balance shield in the geotechnical mixed geological excavation, which can provide a reliable parameter control basis for the construction and design of the composite earth pressure balance shield.
本发明所采用的技术方案是：一种复合土压平衡盾构在岩土混合地质掘进中总推力的计算方法，首先计算复合土压平衡盾构在掘进过程中的各种分力，包括：刀盘上滚刀的破岩力F 1、刀盘面板与软土层接触部分的掘进挤压力F 2、刀盘面板与软土层接触部分由覆土埋深引起的静土压力F 3、刀盘开口部分的密封舱压力F 4、护盾与软土间的摩阻力F 5、护盾与岩石间的摩阻力F 6和后续设备的牵引力F 7；然后根据所计算的各种分力，计算掘进总推力F： The technical scheme adopted by the invention is: a calculation method of the total thrust of the composite earth pressure balance shield in the geotechnical mixed geological excavation, firstly calculating various component forces of the composite earth pressure balance shield during the excavation process, including: the hob cutter rock breaking force F 1, and panel cutter soft soil excavation contact portion of the pressing force F 2, the static cutter plate and the earth pressure the soft soil contact portion caused by soil depth F 3, the opening portion of the pressure capsule cutter F 4, friction resistance between the shield and soft soil F 5, F 6 and subsequent friction resistance between the shield device and the rock traction F 7; then calculated according to the various component , calculate the total thrust of the tunneling F:
F＝F 1+F 2+F 3+F 4+F 5+F 6+F 7 F=F 1 +F 2 +F 3 +F 4 +F 5 +F 6 +F 7
式中：掘进总推力F的单位kN。Where: the unit kN of the total thrust F.
所述刀盘上滚刀的破岩力F 1的计算公式如下： The calculation formula of the rock breaking force F 1 of the hob on the cutter head is as follows:
Figure PCTCN2018090810-appb-000001
Figure PCTCN2018090810-appb-000001
式中：刀盘上滚刀的破岩力F 1的单位kN；P 0为压碎区压力，单位MPa，根据岩石强度和切削几何参数计算，即：
Figure PCTCN2018090810-appb-000002
S为滚刀刀间距，单位mm，φ为滚刀与岩石接触弧度，单位rad，通过贯入度δ单位mm和滚刀半径r单位mm计算得到：
Figure PCTCN2018090810-appb-000003
T为滚刀刀尖宽度，单位mm；σ c为岩石单轴抗压强度，单位MPa；σ t为岩石抗拉强度，单位MPa；ψ为滚刀刀刃上压力分布系数；N为作用在硬岩层上的滚刀数量。 Where: the unit kN of the rock breaking force F 1 of the hob on the cutter head; P 0 is the pressure of the crushing zone, in MPa, calculated according to the rock strength and cutting geometry parameters, namely:
Figure PCTCN2018090810-appb-000002
S is the hob pitch, in mm, φ is the arc of the hob and the rock, the unit rad is calculated by the penetration degree δ unit mm and the hob radius r unit mm:
Figure PCTCN2018090810-appb-000003
T is the width of the cutter tip, in mm; σ c is the uniaxial compressive strength of the rock, in MPa; σ t is the tensile strength of the rock, in MPa; ψ is the pressure distribution coefficient on the edge of the hob; N is the hard The number of hobs on the rock formation.
所述刀盘面板与软土层接触部分的掘进挤压力F 2的计算公式如下： The calculation formula of the tunneling pressing force F 2 of the contact portion between the cutter head panel and the soft soil layer is as follows:
Figure PCTCN2018090810-appb-000004
Figure PCTCN2018090810-appb-000004
式中：刀盘面板与软土层接触部分的掘进挤压力F 2的单位kN；E为软土层地质的弹性模量，单位MPa；η为刀盘开口率；ν为软土层地质的泊松比；δ为贯入度，单位mm；D为刀盘直径，单位m；t为软土层面积占掘进面面积的比值。 Where: the unit kN of the squeezing force F 2 of the contact part between the cutterhead panel and the soft soil layer; E is the elastic modulus of the soft soil layer, in MPa; η is the opening ratio of the cutterhead; ν is the soft soil layer geology Poisson's ratio; δ is the penetration degree, the unit is mm; D is the cutter diameter, unit m; t is the ratio of the soft soil area to the area of the tunneling surface.
所述刀盘面板与软土层接触部分由覆土埋深引起的静土压力F 3的计算公式如下： The calculation formula of the static earth pressure F 3 caused by the buried depth of the cover plate and the soft soil layer is as follows:
Figure PCTCN2018090810-appb-000005
Figure PCTCN2018090810-appb-000005
式中：刀盘面板与软土层接触部分由覆土埋深引起的静土压力F 3的单位kN；D为刀盘直径，单位m；η为刀盘开口率；K为静止土压力系数；γ为软土的等效重度，单位kN/m 3；h为隧道的有效覆土厚度，单位m，当隧道埋深大于刀盘直径即H＞2D时，隧道顶部覆土产生拱效应的可能性大，此时采用太沙基松弛土压力理论得到有效覆土厚度，h计算公式为
Figure PCTCN2018090810-appb-000006
c为软土层地质的粘聚力，单位kPa；H(m)为隧道埋深；
Figure PCTCN2018090810-appb-000007
(rad)为软土层地质的内摩擦角；t为软土层面积占掘进面面积的比值。 Where: the contact area of the cutterhead panel and the soft soil layer is the unit kN of the static earth pressure F 3 caused by the buried depth of the soil; D is the cutter diameter, unit m; η is the cutter opening ratio; K is the static earth pressure coefficient; γ is the equivalent gravity of soft soil, the unit is kN/m 3 ; h is the effective overburden thickness of the tunnel, the unit is m. When the tunnel depth is greater than the diameter of the cutterhead, ie H>2D, the possibility of arching at the top of the tunnel is large. At this time, the effective soil thickness is obtained by the theory of the relaxation soil pressure of Taishaji, and the calculation formula of h is
Figure PCTCN2018090810-appb-000006
c is the cohesive force of the soft soil layer geological unit; kPa; H(m) is the tunnel depth;
Figure PCTCN2018090810-appb-000007
(rad) is the internal friction angle of the soft soil layer; t is the ratio of the soft soil area to the excavation area.
所述刀盘开口部分的密封舱压力F 4的计算公式如下： The calculation formula of the seal chamber pressure F 4 of the opening portion of the cutter head is as follows:
Figure PCTCN2018090810-appb-000008
Figure PCTCN2018090810-appb-000008
式中：刀盘开口部分的密封舱压力F 4的单位kN；D为刀盘直径，单位m；p为密封舱平均土压力，单位kPa；
Figure PCTCN2018090810-appb-000009
为软土层地质的内摩擦角，单位rad；ν为软土层地质的泊松比；l为 盾构机密封舱长度，单位m；η为刀盘开口率。 Where: the unit kN of the seal chamber pressure F 4 of the opening portion of the cutter head; D is the cutter head diameter, unit m; p is the average earth pressure of the seal chamber, unit kPa;
Figure PCTCN2018090810-appb-000009
The internal friction angle of the soft soil layer, unit rad; ν is the Poisson's ratio of the soft soil geology; l is the length of the shield chamber of the shield machine, the unit is m; η is the opening ratio of the cutterhead.
所述护盾与软土间的摩阻力F 5的计算公式如下： The formula for calculating the frictional resistance F 5 between the shield and the soft soil is as follows:
Figure PCTCN2018090810-appb-000010
Figure PCTCN2018090810-appb-000010
式中：护盾与软土间的摩阻力F 5的单位kN；μ 1为护盾与软土间的摩擦系数；γ为软土的等效重度，单位kN/m 3；D为刀盘直径，单位m；L为护盾长度，单位m；K为静止土压力系数；h为隧道的有效覆土厚度，单位m，当隧道埋深大于刀盘直径即H＞2D时，隧道顶部覆土产生拱效应的可能性大，此时采用太沙基松弛土压力理论得到有效覆土厚度，h的计算公式为
Figure PCTCN2018090810-appb-000011
c为软土层地质的粘聚力，单位kPa；H为隧道埋深，单位m；
Figure PCTCN2018090810-appb-000012
为软土层地质的内摩擦角，单位rad；θ为隧道掘进面软土层对应的圆心角，单位rad。 Where: the unit kN of the frictional resistance F 5 between the shield and the soft soil; μ 1 is the friction coefficient between the shield and the soft soil; γ is the equivalent gravity of the soft soil, the unit is kN/m 3 ; D is the cutterhead Diameter, unit m; L is the length of the shield, the unit is m; K is the static earth pressure coefficient; h is the effective soil thickness of the tunnel, the unit is m, when the tunnel depth is greater than the diameter of the cutterhead, that is, H>2D, the top of the tunnel is covered with soil. The possibility of arching effect is large. At this time, the effective soil thickness is obtained by the theory of loose sand pressure of Taishaji. The calculation formula of h is
Figure PCTCN2018090810-appb-000011
c is the cohesion of the soft soil layer geological unit, kPa; H is the tunnel depth, unit m;
Figure PCTCN2018090810-appb-000012
The internal friction angle of the soft soil layer, unit rad; θ is the central angle corresponding to the soft soil layer of the tunnel face, unit rad.
所述护盾与岩石间的摩阻力F 6的计算公式如下： The formula for calculating the frictional resistance F 6 between the shield and the rock is as follows:
F 6＝μ 2[γ(πh-D)Ln+G 1] F 6 =μ 2 [γ(πh-D)Ln+G 1 ]
式中：护盾与岩石间的摩阻力F 6的单位kN；μ 2为护盾与岩石间的摩擦系数；γ为软土的等效重度，单位kN/m 3；h为隧道的有效覆土厚度，单位m，当隧道埋深大于刀盘直径即H＞2D时，隧道顶部覆土产生拱效应的可能性大，此时采用太沙基松弛土压力理论得到有效覆土厚度，h的计算公式为
Figure PCTCN2018090810-appb-000013
c为软土层地质的粘聚力，单位kPa；K为静止土压力系数；H为隧道埋深，单位m；
Figure PCTCN2018090810-appb-000014
为软土层地质的内摩擦角，单位rad；D为刀盘直径，单位m；L为护盾长度，单位m；n为软土地层相应的圆心角所对应的弦l'与刀盘直径的比值，当弦在隧道中心轴以上时n取此比值，当弦在隧道中心轴以下时n取值为1；G 1为主机重量，单位kN。 Where: the unit kN of the frictional resistance F 6 between the shield and the rock; μ 2 is the friction coefficient between the shield and the rock; γ is the equivalent gravity of the soft soil, the unit is kN/m 3 ; h is the effective covering of the tunnel Thickness, unit m, when the tunnel depth is greater than the diameter of the cutterhead, that is, H>2D, the possibility of arching effect on the top of the tunnel is large. At this time, the effective soil thickness is obtained by using the theory of loose sand pressure of Taishaji. The calculation formula of h is
Figure PCTCN2018090810-appb-000013
c is the cohesive force of soft soil geology, unit kPa; K is the static earth pressure coefficient; H is the tunnel depth, unit m;
Figure PCTCN2018090810-appb-000014
The internal friction angle of the soft soil layer, unit rad; D is the cutter diameter, unit m; L is the length of the shield, the unit m; n is the corresponding string angle of the soft soil layer corresponding to the chord l' and the cutter diameter The ratio of n is taken as the ratio of the string above the central axis of the tunnel. When the string is below the central axis of the tunnel, n is 1; G 1 is the weight of the host, in kN.
所述后续设备的牵引力F 7的计算公式如下： The calculation formula of the traction force F 7 of the subsequent device is as follows:
F 7＝μ 3G 2 F 7 =μ 3 G 2
式中：后续设备的牵引力F 7的单位kN；μ 3为后续设备与轨道间的摩擦系数；G 2为后续设备重量，单位kN。 Where: the unit kN of the traction force F 7 of the subsequent equipment; μ 3 is the friction coefficient between the subsequent equipment and the track; G 2 is the weight of the subsequent equipment, the unit kN.
本发明的复合土压平衡盾构在岩土混合地质掘进中总推力的计算方法，对于复合土压平衡盾构在岩土混合地质掘进过程中总推力的计算快速准确。由于综合考虑了地质条件、操作状态、装备结构特征等核心因素的影响，因而计算结果准确可靠。并且能随时根据地质条件与掘进速度的改变灵活调整推力参数，为复合土压平衡盾构装备动力系统的设计以及施工过程中推力参数的设定与实时调整提供了可靠的数据依据。The calculation method of the total thrust of the composite earth pressure balance shield in the geotechnical mixed geological excavation of the invention is fast and accurate for the calculation of the total thrust of the composite earth pressure balance shield in the geotechnical mixed geological excavation process. Due to the comprehensive consideration of the influence of core factors such as geological conditions, operating conditions and equipment structural characteristics, the calculation results are accurate and reliable. And the thrust parameters can be flexibly adjusted according to the geological conditions and the change of the tunneling speed at any time, which provides a reliable data basis for the design of the power system of the composite earth pressure balance shield and the setting and real-time adjustment of the thrust parameters during the construction process.
附图说明DRAWINGS
图1是复合岩土地层掘进面示意图。Figure 1 is a schematic view of the excavation face of a composite rock land layer.
具体实施方式Detailed ways
下面结合实施例和附图对本发明的复合土压平衡盾构在岩土混合地质掘进中总推力的计算方法做出详细说明。The calculation method of the total thrust of the composite earth pressure balance shield of the present invention in geotechnical mixed geological excavation will be described in detail below with reference to the embodiments and the accompanying drawings.
本发明的复合土压平衡盾构在岩土混合地质掘进中总推力的计算方法，首先计算复合土压平衡盾构在掘进过程中的各种分力，包括：刀盘上滚刀的破岩力F 1、刀盘面板与软土层接触部分的掘进挤压力F 2、刀盘面板与软土层接触部分由覆土埋深引起的静土压力F 3、刀盘开口部分的密封舱压力F 4、护盾与软土间的摩阻力F 5、护盾与岩石间的摩阻力F 6和后续设备的牵引力F 7；然后根据所计算的各种分力，计算掘进总推力F： The calculation method of the total thrust of the composite earth pressure balance shield in the geotechnical mixed geological excavation of the present invention firstly calculates the various component forces of the composite earth pressure balance shield during the excavation process, including: rock breaking of the hob on the cutter head the force F 1, and panel cutter soft soil excavation contact portion of the pressing force F 2, the static cutter plate and the earth pressure the soft soil contact portion caused by soil depth F 3, the opening portion of the pressure capsule cutter F 4, friction resistance F 5, friction resistance between the shield and the shield between the rock and soft soil F 6 and subsequent traction device F 7; then calculated according to the various component calculating tunneling total thrust F:
F＝F 1+F 2+F 3+F 4+F 5+F 6+F 7 F=F 1 +F 2 +F 3 +F 4 +F 5 +F 6 +F 7
式中：掘进总推力F的单位kN。其中，Where: the unit kN of the total thrust F. among them,
(1)所述刀盘上滚刀的破岩力F 1的计算公式如下： (1) The calculation formula of the rock breaking force F 1 of the hob on the cutter head is as follows:
Figure PCTCN2018090810-appb-000015
Figure PCTCN2018090810-appb-000015
式中：刀盘上滚刀的破岩力F 1的单位kN；P 0为压碎区压力，单位MPa，根据岩石强度和切削几何参数计算，即：
Figure PCTCN2018090810-appb-000016
S为滚刀刀间距，单位mm，φ为滚刀与岩石接触弧度，单位rad，通过贯入度δ单位mm和滚刀半径r单位mm计算得到：
Figure PCTCN2018090810-appb-000017
T为滚刀刀尖宽度，单位mm；σ c为岩石单轴抗压强度，单位MPa；σ t为岩石抗拉强度，单位MPa；ψ为滚刀刀刃上压力分布系数；N为作用在硬岩层上的滚刀数量。 Where: the unit kN of the rock breaking force F 1 of the hob on the cutter head; P 0 is the pressure of the crushing zone, in MPa, calculated according to the rock strength and cutting geometry parameters, namely:
Figure PCTCN2018090810-appb-000016
S is the hob pitch, in mm, φ is the arc of the hob and the rock, the unit rad is calculated by the penetration degree δ unit mm and the hob radius r unit mm:
Figure PCTCN2018090810-appb-000017
T is the width of the cutter tip, in mm; σ c is the uniaxial compressive strength of the rock, in MPa; σ t is the tensile strength of the rock, in MPa; ψ is the pressure distribution coefficient on the edge of the hob; N is the hard The number of hobs on the rock formation.
(2)所述刀盘面板与软土层接触部分的掘进挤压力F 2的计算公式如下： (2) The calculation formula of the tunneling pressing force F 2 of the contact portion between the cutter head panel and the soft soil layer is as follows:
Figure PCTCN2018090810-appb-000018
Figure PCTCN2018090810-appb-000018
式中：刀盘面板与软土层接触部分的掘进挤压力F 2的单位kN；E为软土层地质的弹性模量，单位MPa；η为刀盘开口率；ν为软土层地质的泊松比；δ为贯入度，单位mm；D为刀盘直径，单位m；t为软土层面积占掘进面面积的比值。 Where: the unit kN of the squeezing force F 2 of the contact part between the cutterhead panel and the soft soil layer; E is the elastic modulus of the soft soil layer, in MPa; η is the opening ratio of the cutterhead; ν is the soft soil layer geology Poisson's ratio; δ is the penetration degree, the unit is mm; D is the cutter diameter, unit m; t is the ratio of the soft soil area to the area of the tunneling surface.
(3)所述刀盘面板与软土层接触部分由覆土埋深引起的静土压力F 3的计算公式如下： (3) The calculation formula of the static earth pressure F 3 caused by the buried depth of the cover plate and the soft soil layer is as follows:
Figure PCTCN2018090810-appb-000019
Figure PCTCN2018090810-appb-000019
式中：刀盘面板与软土层接触部分由覆土埋深引起的静土压力F 3的单位kN；D为刀盘直径，单位m；η为刀盘开口率；K为静止土压力系数；γ为软土的等效重度，单位kN/m 3；h为隧道的有效覆土厚度，单位m，当隧道埋深大于刀盘直径即H＞2D时，隧道顶部覆土产生拱 效应的可能性大，此时采用太沙基松弛土压力理论得到有效覆土厚度，h计算公式为
Figure PCTCN2018090810-appb-000020
c为软土层地质的粘聚力，单位kPa；H(m)为隧道埋深；
Figure PCTCN2018090810-appb-000021
(rad)为软土层地质的内摩擦角；t为软土层面积占掘进面面积的比值。 Where: the contact area of the cutterhead panel and the soft soil layer is the unit kN of the static earth pressure F 3 caused by the buried depth of the soil; D is the cutter diameter, unit m; η is the cutter opening ratio; K is the static earth pressure coefficient; γ is the equivalent gravity of soft soil, the unit is kN/m 3 ; h is the effective overburden thickness of the tunnel, the unit is m. When the tunnel depth is greater than the diameter of the cutterhead, ie H>2D, the possibility of arching at the top of the tunnel is large. At this time, the effective soil thickness is obtained by the theory of the relaxation soil pressure of Taishaji, and the calculation formula of h is
Figure PCTCN2018090810-appb-000020
c is the cohesive force of the soft soil layer geological unit; kPa; H(m) is the tunnel depth;
Figure PCTCN2018090810-appb-000021
(rad) is the internal friction angle of the soft soil layer; t is the ratio of the soft soil area to the excavation area.
(4)所述刀盘开口部分的密封舱压力F 4的计算公式如下： (4) The calculation formula of the sealing chamber pressure F 4 of the opening portion of the cutter head is as follows:
Figure PCTCN2018090810-appb-000022
Figure PCTCN2018090810-appb-000022
式中：刀盘开口部分的密封舱压力F 4的单位kN；D为刀盘直径，单位m；p为密封舱平均土压力，单位kPa；
Figure PCTCN2018090810-appb-000023
为软土层地质的内摩擦角，单位rad；ν为软土层地质的泊松比；l为盾构机密封舱长度，单位m；η为刀盘开口率。 Where: the unit kN of the seal chamber pressure F 4 of the opening portion of the cutter head; D is the cutter head diameter, unit m; p is the average earth pressure of the seal chamber, unit kPa;
Figure PCTCN2018090810-appb-000023
The internal friction angle of the soft soil layer, unit rad; ν is the Poisson's ratio of the soft soil geology; l is the length of the shield chamber of the shield machine, the unit is m; η is the opening ratio of the cutterhead.
(5)所述护盾与软土间的摩阻力F 5的计算公式如下： (5) The formula for calculating the frictional resistance F 5 between the shield and the soft soil is as follows:
Figure PCTCN2018090810-appb-000024
Figure PCTCN2018090810-appb-000024
式中：护盾与软土间的摩阻力F 5的单位kN；μ 1为护盾与软土间的摩擦系数；γ为软土的等效重度，单位kN/m 3；D为刀盘直径，单位m；L为护盾长度，单位m；K为静止土压力系数；h为隧道的有效覆土厚度，单位m，当隧道埋深大于刀盘直径即H＞2D时，隧道顶部覆土产生拱效应的可能性大，此时采用太沙基松弛土压力理论得到有效覆土厚度，h的计算公式为
Figure PCTCN2018090810-appb-000025
c为软土层地质的粘聚力，单位kPa；H为隧道埋深，单位m；
Figure PCTCN2018090810-appb-000026
为软土层地质的内摩擦角，单位rad；θ为隧道掘进面软土层对应的圆心角，单位rad，如图1所示。 Where: the unit kN of the frictional resistance F 5 between the shield and the soft soil; μ 1 is the friction coefficient between the shield and the soft soil; γ is the equivalent gravity of the soft soil, the unit is kN/m 3 ; D is the cutterhead Diameter, unit m; L is the length of the shield, the unit is m; K is the static earth pressure coefficient; h is the effective soil thickness of the tunnel, the unit is m, when the tunnel depth is greater than the diameter of the cutterhead, that is, H>2D, the top of the tunnel is covered with soil. The possibility of arching effect is large. At this time, the effective soil thickness is obtained by the theory of loose sand pressure of Taishaji. The calculation formula of h is
Figure PCTCN2018090810-appb-000025
c is the cohesion of the soft soil layer geological unit, kPa; H is the tunnel depth, unit m;
Figure PCTCN2018090810-appb-000026
The internal friction angle of the soft soil layer, unit rad; θ is the central angle corresponding to the soft soil layer of the tunnel face, unit rad, as shown in Figure 1.
(6)所述护盾与岩石间的摩阻力F 6的计算公式如下： (6) The formula for calculating the frictional resistance F 6 between the shield and the rock is as follows:
F 6＝μ 2[γ(πh-D)Ln+G 1] F 6 =μ 2 [γ(πh-D)Ln+G 1 ]
式中：护盾与岩石间的摩阻力F 6的单位kN；μ 2为护盾与岩石间的摩擦系数；γ为软土的等效重度，单位kN/m 3；h为隧道的有效覆土厚度，单位m，当隧道埋深大于刀盘直径即H＞2D时，隧道顶部覆土产生拱效应的可能性大，此时采用太沙基松弛土压力理论得到有效覆土厚度，h的计算公式为
Figure PCTCN2018090810-appb-000027
c为软土层地质的粘聚力，单位kPa；K为静止土压力系数；H为隧道埋深，单位m；
Figure PCTCN2018090810-appb-000028
为软土层地质的内摩擦角，单位rad；D为刀盘直径，单位m；L为护盾长度，单位m；n为软土地层相应的圆心角所对应的弦l'与刀盘直径的比值，当弦在隧道中心轴以上时n取此比值，当弦在隧道 中心轴以下时n取值为1，如图1所示；G 1为主机重量，单位kN。 Where: the unit kN of the frictional resistance F 6 between the shield and the rock; μ 2 is the friction coefficient between the shield and the rock; γ is the equivalent gravity of the soft soil, the unit is kN/m 3 ; h is the effective covering of the tunnel Thickness, unit m, when the tunnel depth is greater than the diameter of the cutterhead, that is, H>2D, the possibility of arching effect on the top of the tunnel is large. At this time, the effective soil thickness is obtained by using the theory of loose sand pressure of Taishaji. The calculation formula of h is
Figure PCTCN2018090810-appb-000027
c is the cohesive force of soft soil geology, unit kPa; K is the static earth pressure coefficient; H is the tunnel depth, unit m;
Figure PCTCN2018090810-appb-000028
The internal friction angle of the soft soil layer, unit rad; D is the cutter diameter, unit m; L is the length of the shield, the unit m; n is the corresponding string angle of the soft soil layer corresponding to the chord l' and the cutter diameter The ratio is n when the chord is above the central axis of the tunnel. When the chord is below the central axis of the tunnel, n takes a value of 1, as shown in Figure 1. G 1 is the weight of the host, in kN.
(7)所述后续设备的牵引力F 7的计算公式如下： (7) The calculation formula of the traction force F 7 of the subsequent device is as follows:
F 7＝μ 3G 2 F 7 =μ 3 G 2
式中：后续设备的牵引力F 7的单位kN；μ 3为后续设备与轨道间的摩擦系数；G 2为后续设备重量，单位kN。 Where: the unit kN of the traction force F 7 of the subsequent equipment; μ 3 is the friction coefficient between the subsequent equipment and the track; G 2 is the weight of the subsequent equipment, the unit kN.
下面给出实施例：以某地铁工程作为实施例。该工程所使用的复合土压平衡盾构结构参数如下：刀盘直径D＝6.28m，刀盘开口率η＝0.29，盾构机密封舱长度l＝1m，滚刀半径r＝216mm，滚刀刀尖宽度T＝20mm，滚刀刀间距S＝100mm，护盾长度L＝7.565m，主机重量G 1＝3700kN，后续设备重量G 2＝1500kN，护盾与软土间摩擦系数μ 1＝0.25，护盾与岩石间的摩擦系数μ 2＝0.2，后续设备与轨道间的摩擦系数μ 3＝0.25，滚刀刀刃上压力分布系数ψ＝0。以该工程掘进到第505环时的地质条件与操作状态为例，给出计算掘进到该处时装备总推力值的详细步骤，掘进至其它位置时的总推力均可按照相同的方法计算。 The following is given by an embodiment: a subway project is taken as an embodiment. The structural parameters of the composite earth pressure balance shield used in the project are as follows: cutter diameter D=6.28m, cutter opening ratio η=0.29, shield machine seal cabin length l=1m, hob radius r=216mm, hob Tip width T=20mm, hob distance S=100mm, shield length L=7.565m, main machine weight G 1 =3700kN, subsequent equipment weight G 2 =1500kN, friction coefficient between shield and soft soil μ 1 =0.25 The friction coefficient between the shield and the rock is μ 2 = 0.2, the friction coefficient between the subsequent equipment and the track is μ 3 = 0.25, and the pressure distribution coefficient 滚 = 0 on the blade edge. Taking the geological conditions and operating conditions when the project is drilled to the 505th ring as an example, the detailed steps of calculating the total thrust value when boring into the place are given. The total thrust when boring to other positions can be calculated according to the same method.
计算中所涉及的地质参数均取自地质报告，该工程第505环时的地质参数如下：软土层地质的弹性模量E＝25MPa，软土地层地质泊松比ν＝0.31，静止土压力系数K＝0.38，软土的等效重度γ＝19.5kN/m 3，软土层地质的内摩擦角
Figure PCTCN2018090810-appb-000029
隧道埋深H＝32.56m，隧道的有效覆土厚度h＝15.13m，软土层面积占掘进面面积的比值t＝0.3965，岩石单轴抗压强度σ c＝32.8MPa，岩石抗拉强度σ t＝2.343MPa，作用在硬岩层的滚刀数量为N＝23。 The geological parameters involved in the calculation are taken from the geological report. The geological parameters of the 505th ring of the project are as follows: the elastic modulus of the soft soil layer is E=25MPa, the soft soil layer Poisson's ratio ν=0.31, the static earth pressure The coefficient K=0.38, the equivalent gravity of soft soil γ=19.5kN/m 3 , the internal friction angle of soft soil geology
Figure PCTCN2018090810-appb-000029
The buried depth of the tunnel is H=32.56m, the effective overburden thickness of the tunnel is h=15.13m, the ratio of soft soil layer to the area of the excavation face is t=0.3965, the uniaxial compressive strength of rock is σ c =32.8MPa, and the tensile strength of rock σ t = 2.343 MPa, the number of hobs acting on the hard rock formation is N=23.
计算中所涉及的操作参数均由装备自动记录，该工程掘进至第505环时的操作参数为，贯入度δ＝12.575mm，密封舱平均土压力p＝0.213MPa，隧道掘进面软土层对应的圆心角θ＝5.630rad，软土地层相应的圆心角所对应的弦l'与刀盘直径的比值n＝0.987。The operating parameters involved in the calculation are automatically recorded by the equipment. The operating parameters when the project is drilled to the 505th ring are: penetration degree δ=12.575mm, average earth pressure of the sealed cabin p=0.213MPa, soft soil layer of tunnel excavation face The corresponding central angle θ=5.630 rad, the ratio of the corresponding chord l' to the cutter diameter corresponding to the central angle of the soft soil layer is n=0.987.
(1)计算刀盘上滚刀的破岩力F 1： (1) Calculate the rock breaking force F 1 of the hob on the cutter head:
由
Figure PCTCN2018090810-appb-000030
计算得到F 1＝1628.754kN by
Figure PCTCN2018090810-appb-000030
Calculated to get F 1 =1628.754kN
(2)计算刀盘面板与软土层接触部分的掘进挤压力F 2： (2) Calculate the driving force F 2 of the contact portion between the cutter plate and the soft soil layer:
由
Figure PCTCN2018090810-appb-000031
计算得到F 2＝502.35kN by
Figure PCTCN2018090810-appb-000031
Calculated to get F 2 = 502.35kN
(3)计算刀盘面板与软土层接触部分由覆土埋深引起的静土压力F 3： (3) Calculate the static earth pressure F 3 caused by the buried depth of the contact between the cutterhead panel and the soft soil layer:
由
Figure PCTCN2018090810-appb-000032
计算得到F 2＝977.58kN by
Figure PCTCN2018090810-appb-000032
Calculated F 2 = 977.58kN
(4)计算刀盘开口部分的密封舱压力F 4： (4) Calculate the seal chamber pressure F 4 of the opening portion of the cutter head:
由
Figure PCTCN2018090810-appb-000033
计算得到F 4＝2148.45kN by
Figure PCTCN2018090810-appb-000033
Calculated to get F 4 =2148.45kN
(5)计算护盾与软土间的摩擦力F 5： (5) Calculate the friction between the shield and the soft soil F 5 :
由
Figure PCTCN2018090810-appb-000034
计算得到F 5＝2768.8kN by
Figure PCTCN2018090810-appb-000034
Calculated F 5 =2768.8kN
(6)计算护盾与岩石间的摩擦力F 6： (6) Calculate the friction between the shield and the rock F 6 :
由F 6＝μ 2[γ(πh-D)Ln+G 1]，计算得到F 6＝753.03kN From F 6 =μ 2 [γ(πh-D)Ln+G 1 ], F 6 =753.03kN is calculated.
(7)计算后续设备的牵引力F 7： (7) Calculate the traction force of the subsequent equipment F 7 :
由F 7＝μ 3G 2，计算得到F 7＝357kN From F 7 =μ 3 G 2 , F 7 =357kN is calculated
(8)计算掘进总推力F：(8) Calculate the total thrust of the tunneling F:
由F＝F 1+F 2+F 3+F 4+F 5+F 6+F 7，计算得到F＝9135.96kN。 From F = F 1 + F 2 + F 3 + F 4 + F 5 + F 6 + F 7 , F = 9135.96 kN was calculated.
至此，已计算出该工程中装备掘进至第505环时的总推力值，掘进至其余位置时的总推力均可按照相同方法确定。由此可计算出整个工程中复合土压平衡盾构在不同地质条件和操作状态下所需的总推力值，为复合土压平衡盾构隧道施工及设计提供科学有效的数据依据。At this point, the total thrust value of the equipment in the project to the 505th ring has been calculated, and the total thrust when tunneling to the remaining positions can be determined in the same way. From this, the total thrust value of the composite earth pressure balance shield under different geological conditions and operating conditions can be calculated, which provides a scientific and effective data basis for the construction and design of the composite earth pressure balance shield tunnel.

Claims (8)

  1. 一种复合土压平衡盾构在岩土混合地质掘进中总推力的计算方法，其特征在于，首先计算复合土压平衡盾构在掘进过程中的各种分力，包括：刀盘上滚刀的破岩力F 1、刀盘面板与软土层接触部分的掘进挤压力F 2、刀盘面板与软土层接触部分由覆土埋深引起的静土压力F 3、刀盘开口部分的密封舱压力F 4、护盾与软土间的摩阻力F 5、护盾与岩石间的摩阻力F 6和后续设备的牵引力F 7；然后根据所计算的各种分力，计算掘进总推力F： A calculation method for total thrust of composite earth pressure balance shield in geotechnical mixed geological excavation, which is characterized by first calculating various component forces of composite earth pressure balance shield during excavation, including: hob on cutter head rock breaking force F 1, and panel cutter soft soil excavation contact portion of the pressing force F 2, the static cutter plate and the earth pressure the soft soil contact portion caused by soil depth F 3, the opening portion of the cutter pressure capsule F 4, friction resistance between the shield and soft soil F 5, F 6 and subsequent friction resistance between the shield device and the rock traction F 7; then calculated according to the various component calculating total thrust excavation F:
    F＝F 1+F 2+F 3+F 4+F 5+F 6+F 7 F=F 1 +F 2 +F 3 +F 4 +F 5 +F 6 +F 7
    式中：掘进总推力F的单位kN。Where: the unit kN of the total thrust F.
  2. 根据权利要求1所述的复合土压平衡盾构在岩土混合地质掘进中总推力的计算方法，其特征在于，所述刀盘上滚刀的破岩力F 1的计算公式如下： The method for calculating the total thrust of the composite earth pressure balance shield in the geotechnical mixed geological excavation according to claim 1, wherein the calculation formula of the rock breaking force F 1 of the hob on the cutter head is as follows:
    Figure PCTCN2018090810-appb-100001
    Figure PCTCN2018090810-appb-100001
    式中：刀盘上滚刀的破岩力F 1的单位kN；P 0为压碎区压力，单位MPa，根据岩石强度和切削几何参数计算，即：
    Figure PCTCN2018090810-appb-100002
    S为滚刀刀间距，单位mm，φ为滚刀与岩石接触弧度，单位rad，通过贯入度δ单位mm和滚刀半径r单位mm计算得到：
    Figure PCTCN2018090810-appb-100003
    T为滚刀刀尖宽度，单位mm；σ c为岩石单轴抗压强度，单位MPa；σ t为岩石抗拉强度，单位MPa；ψ为滚刀刀刃上压力分布系数；N为作用在硬岩层上的滚刀数量。     Where: the unit kN of the rock breaking force F 1 of the hob on the cutter head; P 0 is the pressure of the crushing zone, in MPa, calculated according to the rock strength and cutting geometry parameters, namely:
    Figure PCTCN2018090810-appb-100002
    S is the hob pitch, in mm, φ is the arc of the hob and the rock, the unit rad is calculated by the penetration degree δ unit mm and the hob radius r unit mm:
    Figure PCTCN2018090810-appb-100003
    T is the width of the cutter tip, in mm; σ c is the uniaxial compressive strength of the rock, in MPa; σ t is the tensile strength of the rock, in MPa; ψ is the pressure distribution coefficient on the edge of the hob; N is the hard The number of hobs on the rock formation.
  3. 根据权利要求1所述的复合土压平衡盾构在岩土混合地质掘进中总推力的计算方法，其特征在于，所述刀盘面板与软土层接触部分的掘进挤压力F 2的计算公式如下： The method for calculating the total thrust of the composite earth pressure balance shield in the geotechnical mixed geological excavation according to claim 1, characterized in that the calculation of the excavating pressing force F 2 of the contact portion between the cutterhead panel and the soft soil layer The formula is as follows:
    Figure PCTCN2018090810-appb-100004
    Figure PCTCN2018090810-appb-100004
    式中：刀盘面板与软土层接触部分的掘进挤压力F 2的单位kN；E为软土层地质的弹性模量，单位MPa；η为刀盘开口率；ν为软土层地质的泊松比；δ为贯入度，单位mm；D为刀盘直径，单位m；t为软土层面积占掘进面面积的比值。 Where: the unit kN of the squeezing force F 2 of the contact part between the cutterhead panel and the soft soil layer; E is the elastic modulus of the soft soil layer, in MPa; η is the opening ratio of the cutterhead; ν is the soft soil layer geology Poisson's ratio; δ is the penetration degree, the unit is mm; D is the cutter diameter, unit m; t is the ratio of the soft soil area to the area of the tunneling surface.
  4. 根据权利要求1所述的复合土压平衡盾构在岩土混合地质掘进中总推力的计算方法，其特征在于，所述刀盘面板与软土层接触部分由覆土埋深引起的静土压力F 3的计算公式如下： The method for calculating the total thrust of the composite earth pressure balance shield in the geotechnical mixed geological excavation according to claim 1, characterized in that the contact pressure between the cutter plate panel and the soft soil layer is caused by the buried soil depth The formula for calculating F 3 is as follows:
    Figure PCTCN2018090810-appb-100005
    Figure PCTCN2018090810-appb-100005
    式中：刀盘面板与软土层接触部分由覆土埋深引起的静土压力F 3的单位kN；D为刀盘直径，单位m；η为刀盘开口率；K为静止土压力系数；γ为软土的等效重度，单位kN/m 3；h为隧道的有效覆土厚度，单位m，当隧道埋深大于刀盘直径即H＞2D时，隧道顶部覆土产生拱效应的可能性大，此时采用太沙基松弛土压力理论得到有效覆土厚度，h计算公式为
    Figure PCTCN2018090810-appb-100006
    c为软土层地质的粘聚力，单位kPa；H(m)为隧道埋深；
    Figure PCTCN2018090810-appb-100007
    为软土层地质的内摩擦角；t为软土层面积占掘进面面积的比值。     Where: the contact area of the cutterhead panel and the soft soil layer is the unit kN of the static earth pressure F 3 caused by the buried depth of the soil; D is the cutter diameter, unit m; η is the cutter opening ratio; K is the static earth pressure coefficient; γ is the equivalent gravity of soft soil, the unit is kN/m 3 ; h is the effective overburden thickness of the tunnel, the unit is m. When the tunnel depth is greater than the diameter of the cutterhead, ie H>2D, the possibility of arching at the top of the tunnel is large. At this time, the effective soil thickness is obtained by the theory of the relaxation soil pressure of Taishaji, and the calculation formula of h is
    Figure PCTCN2018090810-appb-100006
    c is the cohesive force of the soft soil layer geological unit; kPa; H(m) is the tunnel depth;
    Figure PCTCN2018090810-appb-100007
    It is the internal friction angle of the soft soil geology; t is the ratio of the soft soil area to the excavation area.
  5. 根据权利要求1所述的复合土压平衡盾构在岩土混合地质掘进中总推力的计算方法，其特征在于，所述刀盘开口部分的密封舱压力F 4的计算公式如下： The method for calculating the total thrust of the composite earth pressure balance shield in the geotechnical mixed geological excavation according to claim 1, wherein the calculation formula of the seal chamber pressure F 4 of the opening portion of the cutter head is as follows:
    Figure PCTCN2018090810-appb-100008
    Figure PCTCN2018090810-appb-100008
    式中：刀盘开口部分的密封舱压力F 4的单位kN；D为刀盘直径，单位m；p为密封舱平均土压力，单位kPa；
    Figure PCTCN2018090810-appb-100009
    为软土层地质的内摩擦角，单位rad；ν为软土层地质的泊松比；l为盾构机密封舱长度，单位m；η为刀盘开口率。     Where: the unit kN of the seal chamber pressure F 4 of the opening portion of the cutter head; D is the cutter head diameter, unit m; p is the average earth pressure of the seal chamber, unit kPa;
    Figure PCTCN2018090810-appb-100009
    The internal friction angle of the soft soil layer, unit rad; ν is the Poisson's ratio of the soft soil geology; l is the length of the shield chamber of the shield machine, the unit is m; η is the opening ratio of the cutterhead.
  6. 根据权利要求1所述的复合土压平衡盾构在岩土混合地质掘进中总推力的计算方法，其特征在于，所述护盾与软土间的摩阻力F 5的计算公式如下： The method for calculating the total thrust of the composite earth pressure balance shield in the geotechnical mixed geological excavation according to claim 1, wherein the calculation formula of the frictional resistance F 5 between the shield and the soft soil is as follows:
    Figure PCTCN2018090810-appb-100010
    Figure PCTCN2018090810-appb-100010
    式中：护盾与软土间的摩阻力F 5的单位kN；μ 1为护盾与软土间的摩擦系数；γ为软土的等效重度，单位kN/m 3；D为刀盘直径，单位m；L为护盾长度，单位m；K为静止土压力系数；h为隧道的有效覆土厚度，单位m，当隧道埋深大于刀盘直径即H＞2D时，隧道顶部覆土产生拱效应的可能性大，此时采用太沙基松弛土压力理论得到有效覆土厚度，h的计算公式为
    Figure PCTCN2018090810-appb-100011
    c为软土层地质的粘聚力，单位kPa；H为隧道埋深，单位m；
    Figure PCTCN2018090810-appb-100012
    为软土层地质的内摩擦角，单位rad；θ为隧道掘进面软土层对应的圆心角，单位rad。     Where: the unit kN of the frictional resistance F 5 between the shield and the soft soil; μ 1 is the friction coefficient between the shield and the soft soil; γ is the equivalent gravity of the soft soil, the unit is kN/m 3 ; D is the cutterhead Diameter, unit m; L is the length of the shield, the unit is m; K is the static earth pressure coefficient; h is the effective soil thickness of the tunnel, the unit is m, when the tunnel depth is greater than the diameter of the cutterhead, that is, H>2D, the top of the tunnel is covered with soil. The possibility of arching effect is large. At this time, the effective soil thickness is obtained by the theory of loose sand pressure of Taishaji. The calculation formula of h is
    Figure PCTCN2018090810-appb-100011
    c is the cohesion of the soft soil layer geological unit, kPa; H is the tunnel depth, unit m;
    Figure PCTCN2018090810-appb-100012
    The internal friction angle of the soft soil layer, unit rad; θ is the central angle corresponding to the soft soil layer of the tunnel face, unit rad.
  7. 根据权利要求1所述的复合土压平衡盾构在岩土混合地质掘进中总推力的计算方法，其特征在于，所述护盾与岩石间的摩阻力F 6的计算公式如下： The method for calculating the total thrust of the composite earth pressure balance shield in the geotechnical mixed geological excavation according to claim 1, wherein the calculation formula of the frictional resistance F 6 between the shield and the rock is as follows:
    F 6＝μ 2[γ(πh-D)Ln+G 1] F 6 =μ 2 [γ(πh-D)Ln+G 1 ]
    式中：护盾与岩石间的摩阻力F 6的单位kN；μ 2为护盾与岩石间的摩擦系数；γ为软土的等效重度，单位kN/m 3；h为隧道的有效覆土厚度，单位m，当隧道埋深大于刀盘直径即H＞2D 时，隧道顶部覆土产生拱效应的可能性大，此时采用太沙基松弛土压力理论得到有效覆土厚度，h的计算公式为
    Figure PCTCN2018090810-appb-100013
    c为软土层地质的粘聚力，单位kPa；K为静止土压力系数；H为隧道埋深，单位m；
    Figure PCTCN2018090810-appb-100014
    为软土层地质的内摩擦角，单位rad；D为刀盘直径，单位m；L为护盾长度，单位m；n为软土地层相应的圆心角所对应的弦l'与刀盘直径的比值，当弦在隧道中心轴以上时n取此比值，当弦在隧道中心轴以下时n取值为1；G 1为主机重量，单位kN。     Where: the unit kN of the frictional resistance F 6 between the shield and the rock; μ 2 is the friction coefficient between the shield and the rock; γ is the equivalent gravity of the soft soil, the unit is kN/m 3 ; h is the effective covering of the tunnel Thickness, unit m, when the tunnel depth is greater than the diameter of the cutterhead, that is, H>2D, the possibility of arching effect on the top of the tunnel is large. At this time, the effective soil thickness is obtained by using the theory of loose sand pressure of Taishaji. The calculation formula of h is
    Figure PCTCN2018090810-appb-100013
    c is the cohesive force of soft soil geology, unit kPa; K is the static earth pressure coefficient; H is the tunnel depth, unit m;
    Figure PCTCN2018090810-appb-100014
    The internal friction angle of the soft soil layer, unit rad; D is the cutter diameter, unit m; L is the length of the shield, the unit m; n is the corresponding string angle of the soft soil layer corresponding to the chord l' and the cutter diameter The ratio of n is taken as the ratio of the string above the central axis of the tunnel. When the string is below the central axis of the tunnel, n is 1; G 1 is the weight of the host, in kN.
  8. 根据权利要求1所述的复合土压平衡盾构在岩土混合地质掘进中总推力的计算方法，其特征在于，所述后续设备的牵引力F 7的计算公式如下： The method for calculating the total thrust of the composite earth pressure balance shield in the mixed geotechnical excavation according to claim 1, wherein the calculation formula of the traction force F 7 of the subsequent equipment is as follows:
    F 7＝μ 3G 2 F 7 =μ 3 G 2
    式中：后续设备的牵引力F 7的单位kN；μ 3为后续设备与轨道间的摩擦系数；G 2为后续设备重量，单位kN。 Where: the unit kN of the traction force F 7 of the subsequent equipment; μ 3 is the friction coefficient between the subsequent equipment and the track; G 2 is the weight of the subsequent equipment, the unit kN.
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