CN117171863B - Design method of variable-diameter type water delivery tunnel for reducing large deformation of soft rock - Google Patents
Design method of variable-diameter type water delivery tunnel for reducing large deformation of soft rock Download PDFInfo
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Abstract
The invention discloses a design method of a variable-diameter type water delivery tunnel for reducing large deformation of soft rock, which comprises the following steps: determining diameter of non-reducing pressure tunneld 0 The method comprises the steps of carrying out a first treatment on the surface of the Establishing a tunnel diameter model of a soft rock section of the pressurized tunnel; determining a water head increment model of a soft rock section of the pressure tunnel; determining a tunnel diameter model of a hard rock section of the pressure tunnel; establishing a pressure tunnel variable-diameter combined model; and determining the optimal value of the reducing combination. Compared with the traditional soft rock large-deformation control measures such as expanding excavation, tunnel face pretreatment, reinforcing primary support measures, leading pilot tunnel and the like, the method realizes the reduction of the large deformation of the soft rock from the design principle, can reduce the support measures, save the engineering cost, reduce the risk of the large deformation of the soft rock and ensure the construction period of the tunnel.
Description
Technical Field
The invention relates to the field of diversion and water diversion engineering, in particular to a design method of a variable-diameter type water delivery tunnel for reducing large deformation of soft rock, which is mainly suitable for the design of the tunnel diameter of a pressurized water delivery tunnel penetrating through a soft rock section.
Background
The diversion and adjustment water tunnel engineering faces complex geological conditions, and the tunnel construction must solve various problems of high ground stress, large deformation of soft rock, water burst, mud burst, toxic and harmful gas and the like. As the tunnel belongs to linear engineering and is hundreds of kilometers in length, soft rock and hard rock along the line are alternately changed, the existing engineering shows that the large deformation of part of the soft rock of the tunnel can reach a plurality of meters, so that the tunnel can not meet the diversion requirement of the tunnel, the construction period is restricted, the social benefit of the tunnel is seriously influenced, a large amount of economic waste is caused, and the large deformation of the existing soft rock refers to the deformation of the soft rock which can reach a plurality of meters.
In the current diversion tunnel engineering, the measures commonly adopted for the large deformation of the soft rock comprise expanding excavation, namely, the large deformation of the soft rock is compensated by expanding the excavation section; the tunnel face pretreatment comprises advanced grouting, advanced pipe sheds and advanced small pipes; the primary support measures comprise early strength, thickness increase, rigidity increase and long anchor rod support of sprayed concrete; and advanced pilot holes, i.e., early stress relief, etc. The measures are widely applied in engineering and have better effects. However, it is not difficult to find that the above measures are all post-treatment measures, namely measures adopted by the tunnel which is deformed or will be deformed, have certain hysteresis and uncontrollability, and have higher engineering cost.
Therefore, it is necessary to provide a design method of the variable-diameter pressurized water conveyance tunnel for reducing the large deformation of the soft rock.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a variable-diameter type water delivery tunnel design method for reducing the large deformation of soft rock. The invention solves the defects of certain hysteresis, uncontrollability and higher manufacturing cost of the existing soft rock large-deformation treatment measure by developing a variable-diameter pressurized water delivery tunnel design method, and realizes the purpose of reducing the deformation of the soft rock section tunnel on the premise of ensuring that the pressure water head of the tunnel is unchanged.
The aim of the invention is achieved by the following measures: the design method of the variable-diameter type water delivery tunnel for reducing the large deformation of the soft rock comprises the following steps:
step one, determining the diameter of a non-reducing pressure tunneld 0 ；
Step two, establishing a tunnel diameter model of the soft rock section of the pressurized tunnel;
step three, determining a water head increment model of the soft rock section of the pressure tunnel;
determining a tunnel diameter model of a hard rock section of the pressure tunnel;
step five, establishing a pressure tunnel variable-diameter combined model;
and step six, determining the optimal value of the variable-diameter combination.
In the above technical scheme, in the first step, the water head is acted according to the inlet and outlet of the pressurized tunnelH 0 Calculating the diameter of the non-variable-diameter pressure tunnel according to the formula (1)d 0 ，
The method comprises the steps of carrying out a first treatment on the surface of the (1)
Wherein:Qflow rate is designed for a pressure tunnel, and unit is m 3 /s；gIs the gravity acceleration, the unit is 9.8m/s 2 ；μ 0 The flow coefficient of the non-variable-diameter pressure tunnel along-way resistance and the local resistance is set;H 0 acting water head difference for length inlet and outlet of pressurized tunnelUnit m.
In the above technical solution, in the second step, 0.5 will bed 0 As a minimum value which can be reduced in the soft rock tunnel section, a pressure tunnel soft rock section tunnel diameter model is established by adopting an equal division method, and is shown as a formula (2):
the method comprises the steps of carrying out a first treatment on the surface of the (2)
Wherein:D r is a diameter set of a soft rock section of a pressure tunnel and comprises three elementsd r1 、d r2 Andd r3 ，d r1 、d r2 andd r3 respectively represent the diameter of the soft rock section reduced to the diameter of the non-reducing pressure tunneld 0 90%, 70% and 50%.
In the above technical scheme, in the third step, based on the formula (1) and the formula (2), a soft rock section tunnel water head increment model is established, as shown in the formula (3):
；(3)
Wherein:△His a collection of water head increment of a soft rock section of a pressure tunnel and comprises three elements△h 1 ，△h 2 And△h 3 ，△h 1 ，△h 2 and△h 3 respectively representing the reduction of the tunnel size to the soft rock sectiond r1 、d r2 、d r3 The resulting increase in head loss of the tunnel;h 1 、h 2 andh 3 respectively represent the diameter of the soft rock section asd r1 、d r2 、d r3 Corresponding tunnel inlet and outlet water head difference;μ r1 、μ r2 andμ r3 respectively represent the diameter ofd r1 、d r2 、d r3 And the flow coefficient of the corresponding soft rock section tunnel along-way resistance and local resistance.
In the above technical solution, in the fourth step,
based on the formula (1) and the formula (3), establishing a hard rock section tunnel diameter model of the pressurized tunnel, as shown in the formula (4):
；(4)
Wherein:D y is a set of tunnel diameters of hard rock sections of a pressure tunnel, and comprises three elementsd y1 、d y2 Andd y3 ，d y1 、d y2 andd y3 respectively representing selectable minimum hole diameter sizes of the hard rock section tunnel, and the unit is m;μ y1 、μ y2 、μ y3 respectively represent the diameter ofd y1 、d y2 、d y3 And the flow coefficient of the corresponding hard rock section tunnel along-way resistance and local resistance.
In the above technical solution, in the fifth step,
based on the formula (1) -formula (4), a pressure tunnel variable-diameter type combined model is established, and is shown as a formula (5):
；(5)
Wherein:Sis a set of variable diameter combinations of the pressure tunnels, and comprises three elementss 1 、s 2 Ands 3 。
in the above technical solution, in the sixth step, determining the optimal variable diameter combination mainly considers the possible deformation amount and the variable diameter ratio of the tunnel soft rockeAs large as possible, reducing ratioeMainly from the aspects of reducing the local water head loss and facilitating construction, wherein the reducing ratioeIs the ratio of the hole diameter of the soft rock section to the hole diameter of the hard rock section.
In the technical scheme, when the predicted deformation of the soft rock section of the pressed tunnel is more than 50%, the method selectss 3 Is a variable diameter combined optimal value, namely the diameter of the soft rock section is reduced to the diameter of the non-variable diameter pressured tunneld 0 50% of the hard rock section diameter is not less thand y3 ；
When the predicted deformation of the soft rock section of the pressed tunnel is more than 30 percent and less than or equal to 50 percent, selectings 2 Is a variable diameter combined optimal value, namely the diameter of the soft rock section is reduced to the diameter of the non-variable diameter pressured tunneld 0 70% of the corresponding hard rock section diameter is not less thand y2 ；
When the predicted deformation of the pressed tunnel is more than 10 percent and less than or equal to 30 percent, selectings 1 Is a variable diameter combined optimal value, namely the diameter of the soft rock section is reduced to the diameter of the non-variable diameter pressured tunneld 0 90% of the corresponding hard rock section diameter is not less thand y1 。
The invention not only can reduce the large deformation of the tunnel of the pressed tunnel soft rock, but also overcomes the defects of certain hysteresis, uncontrollability and higher manufacturing cost of the existing soft rock large deformation treatment measure, and has better applicability. The method has the specific advantages that:
(1) Compared with the non-variable-diameter pressurized tunnel soft rock section, the method has the advantages that the deformation of the soft rock section tunnel can be effectively reduced by reducing the hole diameter of the soft rock section, the pressure water head of the whole tunnel section is unchanged by expanding the hole diameter of the hard rock section, and the whole pressurized water delivery of the tunnel is ensured.
(2) Compared with the traditional soft rock large-deformation control measures such as expanding excavation, tunnel face pretreatment, reinforcing primary support measures, leading pilot tunnel and the like, the method realizes the reduction of the large deformation of the soft rock from the design principle, can reduce the support measures, save the engineering cost, reduce the risk of the large deformation of the soft rock and ensure the construction period of the tunnel.
(3) The method has better applicability, the design method provided by the invention can be adopted for different hole diameters, and meanwhile, the method can be combined with specific actual engineering, and the variable diameter combination is added in a linear interpolation mode on the basis of the variable diameter combination model provided by the invention, so that the optimal variable diameter combination which is most suitable for the actual engineering is selected.
Drawings
FIG. 1 is a flow chart of a design of a variable diameter type water delivery tunnel for reducing large deformation of soft rock.
Detailed Description
The following detailed description of the invention is, therefore, not to be taken in a limiting sense, but is made merely by way of example. While at the same time becoming clearer and more readily understood by way of illustration of the advantages of the present invention.
The deformation of the soft rock has a direct relation with the tunnel diameter, and the deformation of the soft rock has a positive correlation with the tunnel diameter, namely, the larger the tunnel diameter is, the larger the deformation of the soft rock is, and the smaller the tunnel diameter is, the smaller the deformation of the soft rock is; based on the principle, the invention provides a design method of the variable-diameter pressurized water delivery tunnel for reducing the large deformation of the soft rock, namely, the diameter of the diversion tunnel of the soft rock section is reduced, so that the purpose of reducing the large deformation of the tunnel of the soft rock section is achieved; because the tunnel diameter is inversely related to the head loss, the head loss of the soft rock section tunnel is increased by shrinking the tunnel diameter, and the hard rock section tunnel diameter is enlarged to compensate the increased head loss of the soft rock section so as to realize the purpose of unchanged head loss of the whole tunnel.
As can be seen with reference to the accompanying drawings: the design method of the variable-diameter type water delivery tunnel for reducing the large deformation of the soft rock comprises the following steps:
1) Determining diameter of non-reducing pressure tunneld 0
According to the inlet and outlet action water heads of the pressurized tunnelH 0 Calculating the diameter of the non-variable-diameter pressure tunnel according to the formula (1)d 0
The method comprises the steps of carrying out a first treatment on the surface of the (1)
Wherein:Qflow rate is designed for a pressure tunnel, and unit is m 3 /s；gIs the gravity acceleration, the unit is 9.8m/s 2 ，μ 0 The flow coefficient of the non-variable-diameter pressure tunnel along-way resistance and the local resistance is set;d 0 the diameter of the non-variable-diameter pressure tunnel is the unit m;H 0 the length of the pressurized tunnel is equal to the length of the pressurized tunnel, the inlet and the outlet of the pressurized tunnel are equal to the acting water head difference, and the unit is m;
2) Establishing a diameter model of a pressed tunnel soft rock section tunnel
From the formula (1), the diameter of the pressure tunneld 0 Water head for inlet and outletH 0 0.25 In a linear inverse proportional relationship, i.e. under the condition of unchanged flow coefficient,d 0 the water head is reduced by 1 time, and the water head needs to be increased by 16 times to ensure that the flow capacity of the tunnel is unchanged; in the actual diversion and diversion engineering, the water head difference between the inlet and the outlet of the diversion and diversion tunnel is limited, so that the diameter of a soft rock section can not be infinitely reduced, and the diameter of the soft rock section can be reduced by 0.5 percentd 0 As a minimum value which can be reduced in the soft rock tunnel section, a pressure tunnel soft rock section tunnel diameter model is established by adopting an equal division method, and is shown as a formula (2):
；(2)
Wherein:D r is a collection of diameters of soft rock sections of a pressure tunnel and comprises three elementsd r1 、d r2 Andd r3 ，d r1 、d r2 andd r3 respectively represent the diameter of the soft rock section reduced to the diameter of the non-reducing pressure tunneld 0 90%, 70% and 50%;
3) Model for determining water head increment of soft rock section of pressure tunnel
Based on the formula (1) and the diameter model of the soft rock section of the pressure tunnel, a water head increment model of the soft rock section tunnel is built, as shown in the formula (3):
；(3)
Wherein:△His a collection of water head increment of a soft rock section of a pressure tunnel and comprises three elements△h 1 ，△h 2 And△h 3 ，△h 1 ，△h 2 and△h 3 respectively representing the reduction of the tunnel size to the soft rock sectiond r1 、d r2 、d r3 The resulting increase in head loss of the tunnel;h 1 、h 2 andh 3 respectively represent the diameter of the soft rock section asd r1 、d r2 、d r3 Corresponding tunnel inlet and outlet water head difference;μ r1 、μ r2 andμ r3 respectively represent the diameter ofd r1 、d r2 、d r3 The flow coefficient of the corresponding soft rock section tunnel along-way resistance and local resistance;
4) Determining diameter model of hard rock section tunnel of pressure tunnel
Based on the formula (1) and a pressure tunnel soft rock section tunnel water head increment model, a pressure tunnel hard rock section tunnel diameter model is established, as shown in the formula (4):
；(4)
Wherein:D y is a set of tunnel diameters of hard rock sections of a pressure tunnel, and comprises three elementsd y1 、d y2 Andd y3 ，d y1 、d y2 andd y3 respectively representing selectable minimum hole diameter sizes of the hard rock section tunnel, and the unit is m;μ y1 、μ y2 、μ y3 respectively represent the diameter ofd y1 、d y2 、d y3 And the flow coefficient of the corresponding hard rock section tunnel along-way resistance and local resistance.
5) Establishing a pressure tunnel variable-diameter type combined model
Based on the above (1) - (4), a pressure tunnel variable diameter type combined model is built, as shown in formula (5):
；(5)
Wherein:Sis a set of variable diameter combinations of the pressure tunnels, and comprises three elementss 1 、s 2 Ands 3 。
6) Determining the optimal value of the variable-diameter combination
Determining optimal variable diameter type combination mainly considers possible deformation quantity and variable diameter ratio of tunnel soft rocke(the ratio of the hole diameter of the soft rock section to the hole diameter of the hard rock section) is as large as possible, the latter mainly being considered from the viewpoint of reducing the local head loss and facilitating the construction.
The specific selection strategy is as follows: selecting when the predicted deformation of the soft rock section of the pressed tunnel is more than 50 percents 3 Is a variable diameter combined optimal value, namely the diameter of the soft rock section is reduced to the diameter of the non-variable diameter pressured tunneld 0 50% of the hard rock section diameter is not less thand y3 ；
When the predicted deformation of the soft rock section of the pressed tunnel is more than 30 percent and less than or equal to 50 percent, selectings 2 Is a variable diameter combined optimal value, namely the diameter of the soft rock section is reduced to the diameter of the non-variable diameter pressured tunneld 0 70% of the corresponding hard rock section diameter is not less thand y2 ；
Selecting when the predicted deformation of the pressed tunnel is more than 10% and less than or equal to 30%s 1 Is a variable diameter combined optimal value, namely the diameter of the soft rock section is reduced to the diameter of the non-variable diameter pressured tunneld 0 90% of the corresponding hard rock section diameter is not less thand y1 。
Through the steps, the implementation of the design method of the variable-diameter type water delivery tunnel for reducing the large deformation of the soft rock is completed.
Through preliminary measurement and calculation, compared with the traditional scheme, the scheme of the invention can reduce the engineering quantity of advanced support measures such as an advanced pipe shed, an advanced small guide pipe and the like by about 30 percent, reduce the engineering quantity corresponding to traditional soft rock large-change control measures such as an advanced pilot tunnel and the like, and has dominant engineering cost. Meanwhile, the TBM machine clamping time period of the existing engineering caused by the large deformation of the soft rock is several months, even years, the TBM machine clamping risk is effectively reduced, the construction period can be several months or even years, and the construction cost and the construction period of the invention have better advantages.
Other not described in detail are known in the art.
Claims (3)
1. The design method of the variable-diameter water delivery tunnel for reducing the large deformation of the soft rock is characterized by comprising the following steps of:
step one, determining the diameter of a non-reducing pressure tunneld 0 ；
Step two, establishing a tunnel diameter model of the soft rock section of the pressurized tunnel;
step three, determining a water head increment model of the soft rock section of the pressure tunnel;
determining a tunnel diameter model of a hard rock section of the pressure tunnel;
step five, establishing a pressure tunnel variable-diameter combined model;
step six, determining the optimal value of the variable-diameter combination;
in the first step, the water head is acted according to the inlet and outlet of the pressurized tunnelH 0 Calculating the diameter of the non-variable-diameter pressure tunnel according to the formula (1)d 0 ，
The method comprises the steps of carrying out a first treatment on the surface of the (1)
Wherein:Qflow rate is designed for a pressure tunnel, and unit is m 3 /s；gIs the gravity acceleration, the unit is 9.8m/s 2 ；μ 0 The flow coefficient of the non-variable-diameter pressure tunnel along-way resistance and the local resistance is set;H 0 the length of the pressurized tunnel is equal to the length of the pressurized tunnel, the inlet and the outlet of the pressurized tunnel are equal to the acting water head difference, and the unit is m;
in the second step, 0.5d 0 As a minimum value which can be reduced in the soft rock tunnel section, a pressure tunnel soft rock section tunnel diameter model is established by adopting an equal division method, and is shown as a formula (2):
；(2)
Wherein:D r is a collection of diameters of soft rock sections of a pressure tunnel and comprises three elementsd r1 、d r2 Andd r3 ，d r1 、d r2 andd r3 respectively represent the diameter shrinkage of the soft rock sectionDiameter of pressure tunnel as small as non-reducingd 0 90%, 70% and 50%;
in the third step, a soft rock section tunnel water head increment model is established based on the formula (1) and the formula (2), and the model is shown as the formula (3):
；(3)
Wherein:△His a collection of water head increment of a soft rock section of a pressure tunnel and comprises three elements△h 1 ，△h 2 And△h 3 ，△h 1 ，△h 2 and△h 3 respectively representing the reduction of the tunnel size to the soft rock sectiond r1 、d r2 、d r3 The resulting increase in head loss of the tunnel;h 1 、h 2 andh 3 respectively represent the diameter of the soft rock section asd r1 、d r2 、d r3 Corresponding tunnel inlet and outlet water head difference;μ r1 、μ r2 andμ r3 respectively represent the diameter ofd r1 、d r2 、d r3 The flow coefficient of the corresponding soft rock section tunnel along-way resistance and local resistance;
in the fourth step, based on the formula (1) and the formula (3), a hard rock section tunnel diameter model of the pressure tunnel is established, as shown in the formula (4):
；(4)
Wherein:D y is a set of tunnel diameters of hard rock sections of a pressure tunnel, and comprises three elementsd y1 、d y2 Andd y3 ，d y1 、d y2 andd y3 respectively representing selectable minimum hole diameter sizes of the hard rock section tunnel, and the unit is m;μ y1 、μ y2 、μ y3 respectively represent the diameter ofd y1 、d y2 、d y3 The flow coefficient of the corresponding hard rock section tunnel along-way resistance and local resistance;
in the fifth step, a pressure tunnel variable-diameter combined model is built based on the formula (1) -formula (4), and the model is shown as a formula (5):
；(5)
Wherein:Sis a set of variable diameter combinations of the pressure tunnels, and comprises three elementss 1 、s 2 Ands 3 。
2. the method for designing a variable diameter type water conveyance tunnel for reducing large deformation of soft rock according to claim 1, wherein in said step six, the determination of the optimal variable diameter type combination mainly considers the possible deformation amount and the variable diameter ratio of the soft rock of the tunneleAs large as possible, reducing ratioeMainly from the aspects of reducing the local water head loss and facilitating construction, wherein the reducing ratioeIs the ratio of the hole diameter of the soft rock section to the hole diameter of the hard rock section.
3. The design method of the variable diameter type water delivery tunnel for reducing the large deformation of the soft rock according to claim 2, wherein,
selecting when the predicted deformation of the soft rock section of the pressed tunnel is more than 50 percents 3 Is a variable diameter combined optimal value, namely the diameter of the soft rock section is reduced to the diameter of the non-variable diameter pressured tunneld 0 50% of the hard rock section diameter is not less thand y3 ；
When the predicted deformation of the soft rock section of the pressed tunnel is more than 30 percent and less than or equal to 50 percent, selectings 2 Is a variable diameter combined optimal value, namely the diameter of the soft rock section is reduced to the diameter of the non-variable diameter pressured tunneld 0 70% of the corresponding hard rock section diameter is not less thand y2 ；
Selecting when the predicted deformation of the pressed tunnel is more than 10% and less than or equal to 30%s 1 Is a variable diameter combined optimal value, namely the diameter of the soft rock section is reduced to the diameter of the non-variable diameter pressured tunneld 0 90% of the corresponding hard rock section diameter is not less thand y1 。
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