CN117454466B - Factory dam safety distance quantitative control method for arranging underground factory building on near arch dam abutment - Google Patents
Factory dam safety distance quantitative control method for arranging underground factory building on near arch dam abutment Download PDFInfo
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Abstract
The invention discloses a factory dam safety distance quantitative control method for an underground factory building arranged on a near arch dam abutment, which comprises the following steps: acquiring characteristic parameters; establishing a numerical simulation model and carrying out static analysis; acquiring a main compressive stress along-way change curve of a toe corner of a typical monitoring line segment arch dam; drawing a stress attenuation degree curve of the toe corner of the arch dam; calculating the inflection point of the stress attenuation curve; dividing an arch dam load concentrated transfer area and a diffusion area; drawing the boundary line of the load concentrated transfer area and the diffusion area of the arch dam; initially arranging underground factory building cavern groups; calculating the safety degree of the arch support rock mass points; and accurately arranging underground factory building cavern groups. The invention has the advantages of low cost, scientific and reasonable, good safety and accurate quantification, breaks through the limitation of the arrangement of the thickness of the arch ends, which is not less than 2 times, of the traditional underground factory building chamber groups to be far away from the dam, and realizes the quantitative arrangement of the near-arch dam abutment of the underground factory building chamber groups.
Description
Technical Field
The invention relates to the technical field of water conservancy and hydropower engineering design, in particular to a factory dam safety distance quantitative control method for an underground factory building arranged near an arch dam abutment.
Background
Hydropower stations built in mountain gorges and valley areas are mostly arranged by combining arch dams with large underground factory building cavern groups. The traditional pivot arrangement mode is that the dam is arranged first and avoided to be upwards, namely, on the premise of ensuring the safety of the engineering main building, the excellent stratum is arranged first and the dam and the underground plant cavity are arranged next time, and the dam and the plant avoid bad stratum as much as possible. According to the related statistics information, the underground plant cavern groups of the domestic large-scale underground power stations are all arranged in a mode of being not less than 2 times of arch end thickness of a distant dam so as to ensure long-term stability of the underground plant cavern groups. However, in the mountain gorge valley region, the geological structure is complex, the problem of limited excellent stratum range exists, under the condition that a dam preferentially occupies excellent rock mass, if a traditional arrangement mode is adopted for underground factory building grotto groups, the underground factory building grotto groups are required to be away from the dam, namely, the thickness of an arch end is not less than 2 times, and the underground factory building grotto groups are arranged at the inner side of the mountain, so that the length of a water transmission line is obviously increased, the engineering investment is greatly improved, and the economical efficiency is reduced; if the underground plant cavity group is arranged at a position closer to the arch dam abutment, namely, the thickness of the arch end is less than 2 times, the stability and the safety of cavity surrounding rocks in the local range of the underground plant cavity are difficult to ensure under the influence of the thrust of the arch dam abutment, the stability of the cavity surrounding rocks can influence the safety of the arch dam, and the underground plant is not suitable to be arranged in the load transmission action range of the dam according to the design Specification of the underground plant of hydropower station (NB/T35090-2016).
The prior art has a certain research on the reasonable utilization range of the arch dam abutment basic resistance rock mass, but does not provide a quantitative arrangement method of the near-arch dam abutment of the underground factory building cavern group, so when the excellent stratum range is limited, how to determine the factory dam distance can ensure the stability and safety of the dam and the underground cavern, reduce the length of a water transmission line and save the investment, and the scientific and reasonable quantitative control method for the factory dam safety distance of the near-arch dam abutment arrangement underground factory building has important significance.
Disclosure of Invention
The invention aims to provide a quantitative control method for the safety distance of a factory dam of an underground factory building, which can solve the technical problem of arranging a cavity group of the underground factory building by a near-arch dam abutment under the condition of limited excellent stratum range, break through the limit that the safety distance between the cavity group of the traditional underground factory building and the arch dam is not less than 2 times of thickness of an arch end, and realize quantitative arrangement of the near-arch dam abutment of the cavity group of the underground factory building.
In order to achieve the above purpose, the technical scheme adopted by the invention is as follows:
the factory dam safety distance quantitative control method for arranging the underground factory building on the near arch dam abutment is characterized by comprising the following steps of: the method comprises the following steps:
Step one: acquiring characteristic parameters;
acquiring characteristic parameters of an arch dam and characteristic parameters of surrounding resistance rock mass of an arch dam abutment;
Step two: establishing a numerical simulation model and carrying out static analysis;
Establishing two-dimensional numerical simulation models of rock masses with different heights Cheng Gongjuan and resistance, and performing static analysis;
Step three: acquiring a main compressive stress along-way change curve of a toe corner of the monitoring line segment arch dam;
Using the toe corner point of the arch dam as a reference point, drawing a radial line segment along the toe corner point of the arch dam as a monitoring line segment, reading the main compressive stress value sigma of each node on the monitoring line segment, and drawing a main compressive stress along-way change curve of the toe corner point of the arch dam;
Step four: drawing a stress attenuation degree curve of the toe corner of the arch dam;
calculating the stress attenuation degree eta of the toe corner of the arch dam of each node, and drawing a curve of the stress attenuation degree of the toe corner of the arch dam according to the stress attenuation degree eta of the toe corner of the arch dam;
step five: calculating a stress attenuation degree curve inflection point eta key;
Step six: dividing an arch dam load concentrated transfer area and a diffusion area;
dividing an arch dam load concentrated transfer area and a diffusion area according to eta key:
Eta is less than or equal to eta key and is an arch dam load concentrated transmission area, eta is more than eta key and is an arch dam load diffusion area;
Step seven: drawing the boundary line of the load concentrated transfer area and the diffusion area of the arch dam;
Connecting inflection points of stress attenuation curves of each monitoring line segment to form a boundary between a load concentrated transfer area and a diffusion area of the arch dam;
step eight: initially arranging underground factory building cavern groups;
preliminarily arranging the underground factory building chamber group at any position in the range of the arch dam load diffusion area;
Step nine: calculating the safety K p of the arch support rock mass points;
Calculating the safety K p＝((2c×cosφ)/(1-sinφ))/((1+sinφ)/(1-sinφ)×σ1-σ3 of arch abutment rock mass points under the interaction condition of the underground plant cavity group and the arch dam according to the preliminary arrangement position of the underground plant cavity group, wherein c and phi are the cohesive force and the internal friction angle of arch abutment rock mass materials, and sigma 1、σ3 is the maximum and minimum principal stress of the arch abutment rock mass molar stress circle when the underground plant cavity group and the arch dam are interacted;
step ten: and accurately arranging underground factory building cavern groups.
Preferably, in the first step, the characteristic parameters include the size of the arch dam, the reservoir water level, the surrounding rock mechanical parameters, the elastic modulus of the arch dam concrete and the poisson ratio.
Preferably, in the third step, the number of the monitoring line segments is determined according to the engineering actual precision requirement.
Preferably, the number of the monitoring line segments is n, n=180/β+1, wherein β is the included angle between the two monitoring line segments.
Preferably, in the third step, the length of the monitoring line segment is determined according to the attenuation condition of the main compressive stress of the rock mass.
Preferably, in the fourth step, the calculation formula of the stress attenuation degree η of the toe corner of the arch dam is:
η= (σ max-σ)/(σmax-σmin) x 100%, 0.ltoreq.η.ltoreq.1, where σ max is the maximum stress value on the main compressive stress along the course change curve; σ min is the minimum stress value on the main compressive stress along the path change curve, and σ is the main compressive stress value of each node.
Preferably, in the fifth step, the calculation formula of the stress attenuation curve inflection point η key is:
η key＝ηa(cηb-b)/(ηa(c-b)-a(1-ηb), where (a, η a)、(b,ηb)
And (c, 1) representing three sets of typical feature points on the stress attenuation curve, (b, eta b) and (c, 1) being feature points at both ends of the near-horizontal segment of the stress attenuation curve; (a, eta a) and the original points (0, 0) are characteristic points at two ends of the abrupt change section of the stress attenuation degree; η key is mainly obtained from the intersection point of the connecting line of the feature point (a, η a), the origin (0, 0) and the connecting line of the feature point (b, η b), (c, 1), and the corresponding intersection point abscissa is the inflection point η key of the stress attenuation degree.
Preferably, in the seventh step, the inflection points of the stress attenuation curves of the monitoring line segments are connected by a smooth curve.
Preferably, in step ten, the underground powerhouse cavern group is precisely arranged according to the following method:
When the underground plant cavity group is arranged at any position within the range of the arch dam load diffusion area, K p > f is constantly established, the minimum arrangement distance of the underground plant cavity group near the arch dam abutment is the minimum distance of the arch dam load concentrated transmission area, the boundary line of the diffusion area and the dam toe corner point, and meanwhile the actual arch seat rock mass point safety K p can be calculated;
when the underground plant cavity group is arranged in the range of the arch dam load diffusion area and K p is less than or equal to f, adjusting the arrangement position of the underground plant cavity group until the safety degree of the arch seat rock mass point is K p =f, wherein the distance between the underground plant cavity group and the arch dam abutment is the minimum arrangement distance of the near-arch dam abutment;
Wherein f is a preset value of the safety degree of the arch rock mass point, and f is more than or equal to 1.
Preferably, in practical engineering application, the value of f is comprehensively determined according to engineering and the like, importance of a building and the like.
Compared with the prior art, the invention has the beneficial effects that:
(1) The method provides a process for dividing the arch dam load concentrated transfer area and the diffusion area, and provides a certain basis for preliminary arrangement of the underground factory building cavern group;
(2) Compared with the prior art, the method for determining the inflection point of the stress attenuation curve is more scientific and reasonable, and can reflect the change process of the stress attenuation more accurately;
(3) The technical problem of arranging the underground factory building cavern group near the arch dam abutment under the condition of limited excellent stratum range is solved, and quantitative arrangement of the underground factory building cavern group near the arch dam abutment is realized;
(4) The method breaks through the limitation of the arrangement of the thickness of the arch ends, which is not less than 2 times, of the traditional underground factory building cavern group away from the dam, shortens the water transmission line, reduces the engineering investment cost, and provides a new research idea for the arrangement of the large-scale underground factory building cavern group near-arch dam.
In summary, the quantitative control method for the factory dam safety distance of the underground factory building cavern group arranged by the near-arch dam abutment has the advantages of low cost, scientific and reasonable, good safety, high quantization degree and strong operability, breaks through the limitation of the arrangement of the thickness of the far-away dam and the arch end which is not less than 2 times of that of the traditional underground factory building cavern group, and realizes the quantitative arrangement of the near-arch dam abutment of the underground factory building cavern group.
Drawings
FIG. 1 is an analysis flow of a factory dam safety distance quantitative control method for an underground factory building arranged near an arch dam abutment.
FIG. 2 is a graph showing the main compressive stress along the course of the toe corner of the arch dam and the stress attenuation degree.
FIG. 3 is a schematic diagram of the inflection point determination of the stress attenuation curve according to the present invention.
FIG. 4 is a schematic view of an underground plant cavity group arranged in an arch dam load diffusion area according to the invention.
FIG. 5 is a schematic diagram showing the verification of the scientific rationality of the stress attenuation curve inflection point determination method of the present invention.
In the figure: the method comprises the steps of 1-arch dams, 2-dam toe corner points, 3-arch dam load concentrated transmission areas, 4-arch dam load concentrated transmission areas, diffusion area boundary lines, 5-arch dam load diffusion areas, 6-main workshops, 7-main transformer holes, 8-pressure regulating chambers and 9-underground workshops, wherein the minimum arrangement distance of the tunnel group near the arch dam shoulders is the same.
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 making the advantages of the present invention clearer and more readily understood by way of illustration.
The applicant finds that when the reservoir water pressure is transferred to the two-bank dam abutment, the bearing characteristics of the resisting rock mass are distributed in a mode of stress diffusion and magnitude attenuation, obvious attenuation inflection points exist, the invention divides the arch dam load concentrated transfer area and the diffusion area according to the distribution points, provides corresponding calculation formulas, then comprehensively determines the safety degree of arch abutment rock mass points according to the engineering and the like, the minimum arrangement distance of the near-arch dam abutment of the underground plant cavity group is determined by calculating the safety degree of the arch abutment rock mass points, thereby accurately arranging the underground plant cavity group, realizing quantitative arrangement of the near-arch dam abutment of the underground plant cavity group, and providing a quantitative control method and a specific calculation formula thereof for the arrangement distance of the underground cavity group under the condition of limited excellent stratum range.
Specifically, the technical scheme of the invention is as follows:
The quantitative control method for the safety distance of the factory dam of the near arch dam abutment arrangement underground factory building comprises the following steps:
Step one: acquiring characteristic parameters;
acquiring characteristic parameters of an arch dam and characteristic parameters of surrounding resistance rock mass of an arch dam abutment;
Step two: establishing a numerical simulation model and carrying out static analysis;
Establishing two-dimensional numerical simulation models of rock masses with different heights Cheng Gongjuan and resistance, and performing static analysis;
Step three: acquiring a main compressive stress along-way change curve of a toe corner of the monitoring line segment arch dam;
using the arch dam toe corner point 2 as a reference point, drawing a radial line segment along the dam toe corner point 2 as a monitoring line segment, reading the main compressive stress value sigma of each node on the monitoring line segment, and drawing an on-way change curve of the main compressive stress of the arch dam toe corner point;
Step four: drawing a stress attenuation degree curve of the toe corner of the arch dam;
calculating the stress attenuation degree eta of the toe corner of the arch dam of each node, and drawing a curve of the stress attenuation degree of the toe corner of the arch dam according to the stress attenuation degree eta of the toe corner of the arch dam;
step five: calculating a stress attenuation degree curve inflection point eta key;
Step six: dividing an arch dam load concentrated transfer area and a diffusion area;
dividing an arch dam load concentrated transfer area and a diffusion area according to eta key:
Eta is less than or equal to eta key and eta is more than eta key, which is an arch dam load concentrated transfer area 3;
Step seven: drawing an arch dam load concentrated transfer area and a diffusion area boundary line 4;
connecting inflection points of stress attenuation curves of each monitoring line segment to form a boundary 4 between a load concentrated transfer area and a diffusion area of the arch dam;
step eight: initially arranging underground factory building cavern groups;
preliminarily arranging the underground factory building chamber group at any position in the range of the arch dam load diffusion area;
step nine: calculating the safety degree of the arch support rock mass points;
Calculating the safety K p＝((2c×cosφ)/(1-sinφ))/((1+sinφ)/(1-sinφ)×σ1-σ3 of arch abutment rock mass points under the interaction condition of the underground plant cavity group and the arch dam according to the preliminary arrangement position of the underground plant cavity group, wherein c and phi are the cohesive force and the internal friction angle of arch abutment rock mass materials, and sigma 1、σ3 is the maximum and minimum principal stress of the arch abutment rock mass molar stress circle when the underground plant cavity group and the arch dam are interacted;
step ten: and accurately arranging underground factory building cavern groups.
In the first step, the characteristic parameters comprise the size of the arch dam, the reservoir water level, the surrounding rock mechanical parameters, the elastic modulus of the arch dam concrete and the poisson ratio.
In the third step, the number of the monitoring line segments is determined according to the actual precision requirement of the engineering.
In the third step, the number of the monitoring line segments is n, n=180/β+1, where β is an included angle between two monitoring line segments.
In the third step, the length of the monitoring line segment is determined according to the attenuation condition of the main compressive stress of the rock mass.
In the fourth step, the calculation formula of the stress attenuation degree eta of the toe corner of the arch dam is as follows:
η= (σ max-σ)/(σmax-σmin) x 100%, 0.ltoreq.η.ltoreq.1, where σ max is the maximum stress value on the main compressive stress along the course change curve; σ min is the minimum stress value on the main compressive stress along the path change curve, and σ is the main compressive stress value of each node.
In the fifth step, the calculation formula of the inflection point η key of the stress attenuation curve is:
η key＝ηa(cηb-b)/(ηa(c-b)-a(1-ηb), where (a, η a)、(b,ηb)
And (c, 1) representing three sets of typical feature points on the stress attenuation curve, (b, eta b) and (c, 1) being feature points at both ends of the near-horizontal segment of the stress attenuation curve; (a, eta a) and the original points (0, 0) are characteristic points at two ends of the abrupt change section of the stress attenuation degree; η key is mainly obtained from the intersection point of the connecting line of the feature point (a, η a), the origin (0, 0) and the connecting line of the feature point (b, η b), (c, 1), and the corresponding intersection point abscissa is the inflection point η key of the stress attenuation degree.
The method for determining the inflection point of the stress attenuation curve is scientific and reasonable, and can calculate the inflection point of the stress attenuation curve more accurately than the method in the prior art. As can be seen from fig. 5: in the case that σ max、σmin of two different stress attenuation curves 1 and 2 are the same, the inflection points of the two stress attenuation curves calculated by using the prior art σ n＝(σmax-σmin) x 5% are identical, and the inflection points of the stress attenuation curves calculated by using the method of the invention are η key1 and η key2 respectively. According to the change condition of the stress attenuation degree shown in fig. 5, the calculation method of the inflection point of the stress attenuation degree curve provided by the invention is more scientific and reasonable, and can better reflect the change process of the stress attenuation degree. The rationality of the calculation formula of the inflection point of the stress attenuation curve is fully described by comparing and analyzing two different stress attenuation curves.
In the seventh step, the inflection points of the stress attenuation curves of the monitoring line segments are connected by adopting a smooth curve.
In step ten, accurately arranging the underground plant cavern group according to the following method:
When the underground plant cavity group is arranged at any position within the range of the arch dam load diffusion area, K p > f is constantly established, the minimum arrangement distance of the underground plant cavity group near the arch dam abutment is the minimum distance between the arch dam load concentrated transmission area, the diffusion area boundary line (4) and the dam toe corner point (2), and meanwhile the actual arch abutment rock mass point safety K p can be calculated;
when the underground plant cavity group is arranged in the range of the arch dam load diffusion area and K p is less than or equal to f, adjusting the arrangement position of the underground plant cavity group until the safety degree of the arch seat rock mass point is K p =f, wherein the distance between the underground plant cavity group and the arch dam abutment is the minimum arrangement distance of the near-arch dam abutment;
Wherein f is a preset value of the safety degree of the arch rock mass point, and f is more than or equal to 1.
In practical engineering application, the value of f is comprehensively determined according to engineering and the like, building importance and the like.
The invention will now be described in detail with reference to an example of the invention being tried on a particular hydropower station, which also has a guiding effect on the application of the invention to other hydropower stations.
Example 1:
The pivot engineering of a hydropower station mainly comprises a concrete double arch dam, a flood discharge energy dissipation building, a left and right bank water diversion power generation system, a diversion building and the like, wherein the capacity of a total assembly machine is 10200MW, and the total storage capacity of a reservoir is 74.08 hundred million m < 3 >. The maximum dam height of the concrete double arch dam is 270m, the underground factory building cavity group adopts a parallel arrangement mode of main factory buildings, main transformer cavities and tail water pressure regulating chambers, wherein the maximum excavation sizes (length, width and height) of the main factory buildings and the main transformer cavities are 333.00 mX 32.50 mX89.80 m, 272.00 mX18.80mX35.00 m respectively, and the pressure regulating chambers have the diameter of 53m and the height of 113.50m. The arrangement area of the right bank underground plant cavity group is influenced by geological structures, and is limited to a narrow triangular space surrounded by river bed-white ditch fault-extremely thin layer large physical and chemical dolomite, so that the problem of the arrangement of the near-arch dam abutment of the underground plant cavity group exists.
In order to quantitatively control the arrangement distance of the underground plant cavern group, the factory dam safety distance quantitative control method for arranging the underground plant cavern group by adopting the near arch dam abutment of the invention is adopted, and as shown in fig. 1 and 4, the implementation process comprises the following steps:
step one: determining characteristic parameters of arch dams and rock masses;
In the example, the calculated parameters mainly comprise arch dam size, water level, surrounding rock mechanical parameters, arch dam concrete elastic modulus and poisson ratio;
Step two: establishing a numerical simulation model and carrying out static analysis;
Establishing typical two-dimensional numerical simulation models of rock masses with different heights Cheng Gongjuan and resistance, and performing static analysis to obtain stress values of all nodes in the model range;
in the example, the calculation range is approximately 1.0 times of dam height at the upstream of the arch dam, 2.5 times of dam height at the downstream, 2.0 times of dam height at the left and right banks, and approximately 1 time of dam height of the dam foundation;
in this embodiment, the numerical simulation model building platform is ANSYS;
step three: acquiring a main compressive stress along-way change curve of a toe corner of a typical monitoring line segment arch dam;
as shown in fig. 4, using the arch dam toe corner 2 as a reference point, drawing n radial line segments along the dam toe corner 2 as monitoring line segments; reading the main compressive stress value sigma of each node on the monitoring line segment, and drawing a main compressive stress along-way change curve, as shown in fig. 2;
In the third step, the number of the monitoring line segments is n, n=180/β+1, wherein β is an included angle between two monitoring line segments;
In this example, β=20, n=10; taking the corner point 2 of the dam toe of the arch dam as a datum point, selecting 10 monitoring line segments within a range of 180 degrees in a clockwise direction according to 20-angle intervals, wherein the length of the line segments is about 300m, as shown in fig. 4, n is the number of the monitoring line segments, B1, … … and Bn are the monitoring line segments, and beta is the included angle between the two monitoring line segments; drawing a line segment along-path stress change curve, as shown in a main compression stress curve in fig. 2 and 3, wherein the abscissa of the main compression stress curve is the distance from a line segment to a corner point 2 of a dam toe of an arch dam, the unit is m, and the ordinate is a main compression stress value, and the unit is MPa;
Step four: drawing a stress attenuation degree curve of the toe corner of the arch dam;
calculating the stress attenuation degree eta of the toe corner of the arch dam of each node according to the following formula:
η= (σ max-σ)/(σmax-σmin) x 100%, 0.ltoreq.η.ltoreq.1, where σ max is the maximum stress value on the main compressive stress along the course change curve; σ min is the minimum stress value on the main compressive stress along the path change curve, and σ is the main compressive stress value of each node;
drawing an arch dam toe corner stress attenuation degree curve according to the arch dam toe corner stress attenuation degree eta;
in this example, stress attenuation curves of the toe points of the arch dam are shown in fig. 2 and 3, wherein the abscissa of the stress attenuation curves is the distance from a line segment to the toe points of the arch dam, the unit m, and the ordinate is the stress attenuation, and the dimensionless unit;
step five: calculating a stress attenuation degree curve inflection point eta key;
the stress attenuation degree curve inflection point η key is calculated according to the following formula:
η key＝ηa(cηb-b)/(ηa(c-b)-a(1-ηb), where (a, η a)、(b,ηb)
And (c, 1) representing three sets of typical feature points on the stress attenuation curve, (b, eta b) and (c, 1) being feature points at both ends of the near-horizontal segment of the stress attenuation curve; (a, eta a) and the original points (0, 0) are characteristic points at two ends of the abrupt change section of the stress attenuation degree; η key is mainly obtained according to the intersection point of the connecting line of the characteristic points (a, η a) and the origin (0, 0) and the connecting line of the characteristic points (b, η b), (c, 1), and the corresponding intersection point abscissa is the inflection point η key of the stress attenuation degree;
As shown in fig. 3, in this example, a=50, η a＝0.6,b＝150,ηb =0.97, c=300, that is, (a, η a)、(b,ηb) and (c, 1) are (50,0.6), (150,0.97) and (300,1), respectively, and η key =0.95 is calculated according to the formula.
Step six: dividing an arch dam load concentrated transfer area and a diffusion area;
according to the fifth step, the division standard of the arch dam load concentrated transfer area and the diffusion area is as follows: eta is less than or equal to 0.95 and is an arch dam load concentrated transmission area 3, eta is more than 0.95 and is an arch dam load diffusion area 5;
Step seven: drawing an arch dam load concentrated transfer area and a diffusion area boundary line 4;
Connecting inflection points of stress attenuation curves of each monitoring line segment by adopting a smooth curve to form a boundary 4 between a load concentrated transfer area and a diffusion area of the arch dam;
In the example, stress attenuation degree inflection points eta 1, eta 2, & gteta 10 of 10 monitoring line segments are calculated. Sequentially connecting 10 monitoring line segment inflection points by adopting a spline curve to obtain a boundary 4 between a load concentrated transfer area and a diffusion area of the arch dam;
step eight: initially arranging underground factory building cavern groups;
preliminarily arranging the underground factory building chamber group at any position in the range of the arch dam load diffusion area;
in the example, an underground plant cavity group main plant 6, a main transformer cavity 7 and a pressure regulating chamber 8 are initially arranged in the range of an arch dam load diffusion transfer area 5, and the distance from the arch dam abutment is 100m;
step nine: calculating the safety degree of the arch support rock mass points;
Calculating the safety K p＝((2c×cosφ)/(1-sinφ))/((1+sinφ)/(1-sinφ)×σ1-σ3 of arch abutment rock mass points under the interaction condition of the underground plant cavity group and the arch dam according to the preliminary arrangement position of the underground plant cavity group, wherein c and phi are the cohesive force and the internal friction angle of arch abutment rock mass materials, and sigma 1、σ3 is the maximum and minimum principal stress of the arch abutment rock mass molar stress circle when the underground plant cavity group and the arch dam are interacted; ;
In the embodiment, calculating to obtain the safety degree K p =2 of the arch abutment rock mass point under the interaction condition of the underground factory building cavity group and the arch dam;
step ten: accurately arranging underground factory building cavern groups;
When the underground plant cavity group is arranged at any position within the range of the arch dam load diffusion area, K p > f is constantly established, the minimum arrangement distance of the underground plant cavity group near the arch dam abutment is the minimum distance between the arch dam load concentrated transmission area, the diffusion area boundary line (4) and the dam toe corner point (2), and meanwhile the actual arch abutment rock mass point safety K p can be calculated;
when the underground plant cavity group is arranged in the range of the arch dam load diffusion area and K p is less than or equal to f, adjusting the arrangement position of the underground plant cavity group until the safety degree of the arch seat rock mass point is K p =f, wherein the distance between the underground plant cavity group and the arch dam abutment is the minimum arrangement distance of the near-arch dam abutment;
f is a preset value of the safety degree of the arch seat rock mass point, and f is more than or equal to 1;
in practical engineering application, comprehensively determining the value of f according to engineering and other categories, building importance and the like;
in this example, f is 1.5; because the rock mass point safety degree K p =2 >1.5 of the arch seat of the position of the initially arranged underground plant cavity group, the position of the underground plant cavity group is adjusted to obtain K p =1.5 when the minimum distance 9 between the underground plant cavity group and the dam toe corner point 2 is 62m, therefore, the underground plant cavity group is arranged at the position of the arch dam abutment 62m and is only 1.2 times of the thickness (52 m) of the corresponding arch end, the limit that the thickness of the arch end of the traditional underground plant cavity group is not less than 2 times is broken through, compared with the technology that the thickness of the arch end of the traditional underground plant cavity group is not less than 2 times, the engineering quantity of a diversion power generation system is effectively reduced, and the engineering investment is saved by about 12.5 hundred million yuan.
According to the quantitative control method for the factory dam safety distance of the underground factory building cavern group arranged by the near arch dam abutment, the arch dam load concentrated transfer area and the diffusion area are determined by drawing the main compressive stress along-way change curve and the stress attenuation degree curve, and finally the underground factory building cavern group is accurately arranged according to the security of the arch seat rock mass points, and a specific calculation method is provided.
Through demonstration, the factory dam safety distance quantitative control method for arranging the underground factory building cavern group by the near-arch dam abutment well solves the technical problem of arranging the underground factory building cavern group by the near-arch dam abutment under the condition of limited excellent stratum range, breaks through the limitation of arranging the thickness of the far-away dam and the arch end of the traditional underground factory building cavern group by not less than 2 times, realizes the quantitative arrangement of the near-arch dam abutment of the underground factory building cavern group, has clear flow, strong operability, low cost, scientific and reasonable performance, good safety, accurate quantification, certain economic benefit, and provides a certain basis for dividing the arch dam load concentrated transmission area and the diffusion area, and simultaneously provides a new research idea for arranging the near-arch dam of the large-scale underground factory building cavern group.
Other non-illustrated parts are known in the art by reference to the drawings.
Claims (9)
1. The factory dam safety distance quantitative control method for arranging the underground factory building on the near arch dam abutment is characterized by comprising the following steps of: the method comprises the following steps:
Step one: acquiring characteristic parameters;
acquiring characteristic parameters of an arch dam and characteristic parameters of surrounding resistance rock mass of an arch dam abutment;
Step two: establishing a numerical simulation model and carrying out static analysis;
Establishing two-dimensional numerical simulation models of rock masses with different heights Cheng Gongjuan and resistance, and performing static analysis;
Step three: acquiring a main compressive stress along-way change curve of a toe corner of the monitoring line segment arch dam;
Using an arch dam toe corner point (2) as a reference point, drawing a radial line segment along the dam toe corner point (2) as a monitoring line segment, reading a main compressive stress value sigma of each node on the monitoring line segment, and drawing an arch dam toe corner point main compressive stress along-way change curve;
Step four: drawing a stress attenuation degree curve of the toe corner of the arch dam;
calculating the stress attenuation degree eta of the toe corner of the arch dam of each node, and drawing a curve of the stress attenuation degree of the toe corner of the arch dam according to the stress attenuation degree eta of the toe corner of the arch dam;
step five: calculating a stress attenuation degree curve inflection point eta key;
Step six: dividing an arch dam load concentrated transfer area and a diffusion area;
dividing an arch dam load concentrated transfer area and a diffusion area according to eta key:
Eta is less than or equal to eta key and is an arch dam load concentrated transmission area (3), eta is more than eta key and is an arch dam load diffusion area (5);
step seven: drawing an arch dam load concentrated transfer area and a diffusion area boundary line (4);
Connecting inflection points of stress attenuation curves of each monitoring line segment to form an arch dam load concentrated transfer area and a diffusion area boundary line (4);
step eight: initially arranging underground factory building cavern groups;
preliminarily arranging the underground factory building chamber group at any position in the range of the arch dam load diffusion area;
Step nine: calculating the safety K p of the arch support rock mass points;
Calculating the safety K p＝((2c×cosφ)/(1-sinφ))/((1+sinφ)/(1-sinφ)×σ1-σ3 of arch abutment rock mass points under the interaction condition of the underground plant cavity group and the arch dam according to the preliminary arrangement position of the underground plant cavity group, wherein c and phi are the cohesive force and the internal friction angle of arch abutment rock mass materials, and sigma 1、σ3 is the maximum and minimum principal stress of the arch abutment rock mass molar stress circle when the underground plant cavity group and the arch dam are interacted;
step ten: accurately arranging underground factory building cavern groups;
The underground factory building cavern group is precisely arranged according to the following method:
When the underground plant cavity group is arranged at any position within the range of the arch dam load diffusion area, K p > f is constantly established, the minimum arrangement distance of the underground plant cavity group near the arch dam abutment is the minimum distance between the arch dam load concentrated transmission area, the diffusion area boundary line (4) and the dam toe corner point (2), and meanwhile the actual arch abutment rock mass point safety K p can be calculated;
when the underground plant cavity group is arranged in the range of the arch dam load diffusion area and K p is less than or equal to f, adjusting the arrangement position of the underground plant cavity group until the safety degree of the arch seat rock mass point is K p =f, wherein the distance between the underground plant cavity group and the arch dam abutment is the minimum arrangement distance of the near-arch dam abutment;
Wherein f is a preset value of the safety degree of the arch rock mass point, and f is more than or equal to 1.
2. The factory dam safety distance quantitative control method for arranging an underground factory building on a near-arch dam abutment according to claim 1, wherein the method comprises the following steps of: in the first step, the characteristic parameters comprise the size of the arch dam, the reservoir water level, the surrounding rock mechanical parameters, the elastic modulus of the arch dam concrete and the poisson ratio.
3. The factory dam safety distance quantitative control method for arranging an underground factory building on a near-arch dam abutment according to claim 1, wherein the method comprises the following steps of: in the third step, the number of the monitoring line segments is determined according to the actual precision requirement of the engineering.
4. The factory dam safety distance quantitative control method for arranging an underground factory building on a near-arch dam abutment according to claim 3, wherein the method comprises the following steps of: in the third step, the number of the monitoring line segments is n, n=180/β+1, where β is an included angle between two monitoring line segments.
5. The factory dam safety distance quantitative control method for the near-arch dam abutment arrangement underground factory building according to claim 4, wherein the method comprises the following steps of: in the third step, the length of the monitoring line segment is determined according to the attenuation condition of the main compressive stress of the rock mass.
6. The factory dam safety distance quantitative control method for arranging an underground factory building on a near-arch dam abutment according to claim 1, wherein the method comprises the following steps of: in the fourth step, the calculation formula of the stress attenuation degree eta of the toe corner of the arch dam is as follows:
η= (σ max-σ)/(σmax-σmin) x 100%, 0.ltoreq.η.ltoreq.1, where σ max is the maximum stress value on the main compressive stress along the course change curve; σ min is the minimum stress value on the main compressive stress along the path change curve, and σ is the main compressive stress value of each node.
7. The factory dam safety distance quantitative control method for arranging an underground factory building on a near-arch dam abutment according to claim 1, wherein the method comprises the following steps of: in the fifth step, the calculation formula of the inflection point η key of the stress attenuation curve is:
η key＝ηa(cηb-b)/(ηa(c-b)-a(1-ηb), wherein (a, η a)、(b,ηb) and (c,
1) Three groups of typical characteristic points on the stress attenuation curve are represented, wherein (b, eta b) and (c, 1) are characteristic points at two ends of a near horizontal section of the stress attenuation curve; (a, eta a) and the original points (0, 0) are characteristic points at two ends of the abrupt change section of the stress attenuation degree; η key is mainly obtained from the intersection point of the connecting line of the feature point (a, η a), the origin (0, 0) and the connecting line of the feature point (b, η b), (c, 1), and the corresponding intersection point abscissa is the inflection point η key of the stress attenuation degree.
8. The factory dam safety distance quantitative control method for arranging an underground factory building on a near-arch dam abutment according to claim 1, wherein the method comprises the following steps of: in the seventh step, the inflection points of the stress attenuation curves of the monitoring line segments are connected by adopting a smooth curve.
9. The factory dam safety distance quantitative control method for arranging an underground factory building on a near-arch dam abutment according to claim 1, wherein the method comprises the following steps of: in practical engineering application, the value of f is comprehensively determined according to the importance of the engineering and the like and the importance of the building.
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103291331A (en) * | 2013-06-14 | 2013-09-11 | 中国水电顾问集团成都勘测设计研究院 | Underground cavern group layout method |
| CN104089551A (en) * | 2014-04-11 | 2014-10-08 | 中国水利水电第十一工程局有限公司 | Old sluice directional incline, collapse, demolition and blasting construction method |
| CN107152035A (en) * | 2017-06-06 | 2017-09-12 | 中国华冶科工集团有限公司 | The construction method of underground pipe gallery river crossing |
| CN111538071A (en) * | 2019-12-19 | 2020-08-14 | 长安大学 | Quantitative prediction method for displacement of steep dip stratified rock mass cavern group high side wall |
| WO2021031461A1 (en) * | 2019-08-20 | 2021-02-25 | 沙洲职业工学院 | Method for determining instability of arch dam abutment rock mass comprising structural plane |
| CN113688447A (en) * | 2021-07-30 | 2021-11-23 | 长江勘测规划设计研究有限责任公司 | High arch dam abutment resistance rock mass bearing partition determination method |
| CN115544617A (en) * | 2022-09-23 | 2022-12-30 | 长江勘测规划设计研究有限责任公司 | Method for determining construction joint arrangement area of common side wall of factory and dam |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DK3255213T3 (en) * | 2016-06-08 | 2020-12-21 | Pacadar Sa | PROCEDURE FOR CONSTRUCTION AND PREPARATION OF CONCRETE CONSTRUCTIONS ON THE BASIS OF TEST VERIFICATION OF CONCRETE TIRED |
-
2023
- 2023-09-21 CN CN202311234910.1A patent/CN117454466B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103291331A (en) * | 2013-06-14 | 2013-09-11 | 中国水电顾问集团成都勘测设计研究院 | Underground cavern group layout method |
| CN104089551A (en) * | 2014-04-11 | 2014-10-08 | 中国水利水电第十一工程局有限公司 | Old sluice directional incline, collapse, demolition and blasting construction method |
| CN107152035A (en) * | 2017-06-06 | 2017-09-12 | 中国华冶科工集团有限公司 | The construction method of underground pipe gallery river crossing |
| WO2021031461A1 (en) * | 2019-08-20 | 2021-02-25 | 沙洲职业工学院 | Method for determining instability of arch dam abutment rock mass comprising structural plane |
| CN111538071A (en) * | 2019-12-19 | 2020-08-14 | 长安大学 | Quantitative prediction method for displacement of steep dip stratified rock mass cavern group high side wall |
| CN113688447A (en) * | 2021-07-30 | 2021-11-23 | 长江勘测规划设计研究有限责任公司 | High arch dam abutment resistance rock mass bearing partition determination method |
| CN115544617A (en) * | 2022-09-23 | 2022-12-30 | 长江勘测规划设计研究有限责任公司 | Method for determining construction joint arrangement area of common side wall of factory and dam |
Non-Patent Citations (5)
| Title |
|---|
| A Systematic Operation Program of a Hydropower Plant Based on Minimizing the Principal Stress: Haditha Dam Case Study;Jing Li等;Water;20180918;1-19 * |
| 大连地下石油储备库洞室群围岩稳定性及渗流场分析;于崇;李海波;周庆生;;岩石力学与工程学报;20120515(S1);2704-2710 * |
| 新丰江水电站大坝安全在线监控系统设计——融合在线监测、智能巡检、结构安全度计算与综合评判;沈静等;大坝与安全;20211210;38-42 * |
| 杨房沟高拱坝建基面嵌深优化的分析与评价;张曼;刘耀儒;徐建军;殷亮;杨强;;水利水电技术;20180720(07);11-21 * |
| 白鹤滩水电站拱坝及坝肩加固效果分析及整体安全度评价;宁宇;徐卫亚;郑文棠;石安池;吴关叶;;岩石力学与工程学报;20080915(09);1890-1898 * |
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