CN115795788B - Pole tower-foundation-improved foundation system earthquake response calculation model and test method - Google Patents
Pole tower-foundation-improved foundation system earthquake response calculation model and test method Download PDFInfo
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Abstract
A test method of a transmission tower-base-improved foundation system earthquake response calculation model comprises the steps of firstly constructing a transmission tower-transmission line-tower base physical model of an actual site, preparing a plurality of improved foundation samples, then burying the tower base model in an improved foundation layer prepared by the improved foundation samples, adding strain gauges for detecting the maximum tensile stress of the transmission line model, displacement sensors for detecting the swing amplitude of the tower tip of the transmission tower model, inclination angle sensors for detecting the inclination of the tower base model, and a laser three-dimensional scanner for detecting the average uplift degree of the improved foundation layer, inputting earthquake waves to the bottom of the improved foundation layer, constructing an earthquake response calculation model, and finally determining the optimal earthquake resistance ratio of the improved foundation according to the parameters detected in the earthquake response calculation model. The design can intuitively embody the earthquake resistance of the transmission tower system under the condition of improving foundation soil with different proportions, and determines the optimal earthquake resistance proportion of the improved foundation soil from the earthquake response angle.
Description
Technical Field
The invention belongs to the technical field of transmission tower system safety evaluation, and particularly relates to a tower-foundation-improved foundation system earthquake response calculation model and a test method.
Background
The geological structure of China is complex, the development range of an earthquake fracture zone is wide, the earthquake intensity is high, the frequency is high, and a large number of geological disasters and infrastructure damage phenomena caused by earthquakes occur each year. In recent years, with the expansion construction of power grid engineering projects, the safety of a power transmission tower system under the action of an earthquake is highly concerned, the power transmission tower system is actually a tower-line-foundation coupling body, the damage modes under the action of the earthquake are numerous, such as uneven settlement of a tower foundation, broken lines of a power transmission line, inclination of the tower and tower inversion, and the damage of the power transmission tower system under the action of the earthquake can cause paralysis of the power transmission network, cause huge economic loss and cause various secondary disasters. Therefore, the method has important significance for ensuring the safety and stability of the transmission tower system under the action of earthquake.
At present, the influence of the earthquake action on the transmission tower system can be weakened through the improved foundation, because the proportion of the earthquake-resistant components in the improved foundation soil to the foundation soil has great influence on the earthquake resistance of the transmission tower system, in the prior art, the dynamic characteristic and the earthquake resistance of the improved foundation soil are judged through mechanical tests such as dynamic triaxial test and the like on the improved foundation soil, so that the optimal earthquake-resistant proportion of the improved foundation soil is determined, but the mode cannot intuitively display the earthquake response conditions of the transmission tower system under the condition of improving the foundation soil with different proportions, and the safety and the stability of the transmission tower system cannot be accurately ensured. Therefore, there is a need for a tower-foundation-improved foundation system seismic response calculation model and test method capable of intuitively representing the seismic performance of a transmission tower system under the condition of improved foundation soil with different proportions, and determining the optimal mixing proportion of the improved foundation soil from the perspective of seismic response of the transmission tower system.
Disclosure of Invention
The invention aims to overcome the problems in the prior art and provide a tower-foundation-improved foundation system earthquake response calculation model and a test method which are more visual and can determine the optimal mixing ratio of the improved foundation soil from the earthquake response angle of a transmission tower system.
In order to achieve the above object, the present invention provides the following technical solutions:
the test method of the earthquake response calculation model of the tower-foundation-improved foundation system comprises the following steps in sequence:
s1, firstly constructing a transmission tower-transmission line-tower foundation physical model of an actual field, and preparing a plurality of improved foundation samples, wherein the transmission tower-transmission line-tower foundation physical model comprises a plurality of transmission tower models, a plurality of transmission line models and a plurality of tower foundation models, and then burying the tower foundation models in an improved foundation layer made of the improved foundation samples to construct an integral model, wherein the improved foundation samples are obtained by mixing anti-seismic components and foundation soil from the actual field according to different proportions;
s2, adding strain gauges for detecting the maximum tensile stress of the transmission line model on the whole model, adding displacement sensors for detecting the swing amplitude of the tower tip of the transmission tower model, adding inclination sensors for detecting the inclination of the foundation model of the transmission tower, adding a laser three-dimensional scanner for detecting the average uplift degree of the improved foundation soil layer, and inputting seismic waves to the bottom of the improved foundation soil layer to construct a tower-foundation-improved foundation system seismic response calculation model;
and S3, determining the optimal anti-seismic proportion of the anti-seismic component in the improved foundation and the foundation soil from the actual field by using a computer according to the swing amplitude of the tower tip of the transmission tower model, the maximum tensile stress of the transmission tower model, the gradient of the foundation model and the average uplift degree of the improved foundation soil layer, which are detected in the earthquake response calculation model obtained in the step S2.
The step S3 sequentially comprises the following steps:
s31, screening by using a computer to obtain a plurality of earthquake response calculation models meeting the following conditions simultaneously:
the detected swing amplitude of the transmission tower model tower tip is less than or equal to the limit value of the swing amplitude of the transmission tower model tower tip;
the maximum tensile stress of the detected power transmission line model is less than or equal to the limit value of the maximum tensile stress of the power transmission line model;
the detected gradient of the tower foundation model is less than or equal to the limit value of the gradient of the tower foundation model;
s32, selecting an earthquake response model with the minimum average uplift degree of the improved foundation layer from the earthquake response calculation models obtained in the step S31 by using a computer, and taking the improved foundation proportion of the earthquake response calculation model with the minimum average uplift degree as the optimal earthquake resistant proportion of the improved foundation of the actual field.
The limit value of the swing amplitude of the transmission tower model tower tip is 15mm;
the limit value of the maximum tensile stress of the power transmission line model is 0.85 times of the tensile strength of the preparation material of the power transmission line model;
the limit value of the inclination of the tower foundation model is 0.5 percent.
The anti-seismic component comprises rubber particles and cloth fibers, wherein the percentage content of the rubber particles and the cloth fibers in the improved foundation sample is 5-25% and 1-5% respectively, and the rest is foundation soil from an actual field.
The cloth fiber is manufactured by recycling waste clothes.
In step S1, the transmission tower model, the transmission line model, and the tower foundation model are respectively obtained by reducing the transmission tower, the tower foundation, and the transmission line in equal proportion in an actual field.
The earthquake response calculation model comprises an improved foundation soil layer, a computer, a plurality of transmission tower models, a plurality of transmission line models and a plurality of transmission tower foundation models which are arranged in a one-to-one correspondence manner with the transmission tower models, wherein the bottoms of the transmission tower models are fixedly connected with the transmission tower foundation models buried in the improved foundation soil layer, the tops of adjacent transmission tower models are connected through the transmission line models, a plurality of strain gages are arranged on each transmission line model at intervals, displacement sensors are arranged at the tower tip of the transmission tower model, which is connected with at least two transmission line models, inclination sensors are arranged on the transmission tower foundation models, which correspond to the transmission tower models, which are connected with at least two transmission line models, a laser three-dimensional scanner is erected on the improved foundation soil layer, and signal output ends of the displacement sensors, the strain gages, the inclination sensors and the laser three-dimensional scanner are all connected with a signal input end of the computer.
The distance between the laser three-dimensional scanner and each tower foundation model is at least five times the width of the tower foundation model.
Compared with the prior art, the invention has the beneficial effects that:
in the test method of the earthquake response calculation model of the tower-base-improved foundation system, firstly, a physical model of the transmission tower-transmission line-tower foundation of an actual site is constructed, and a plurality of improved foundation samples are prepared, wherein the physical model comprises a plurality of transmission tower models, a plurality of transmission line models and a plurality of tower foundation models, then the tower foundation models are buried in an improved foundation layer made of the improved foundation samples, strain gages for detecting the maximum tensile stress of the transmission line models are additionally arranged, displacement sensors for detecting the peak swing amplitude of the transmission tower models are additionally arranged, inclination sensors for detecting the inclination of the transmission tower foundation models are additionally arranged, a laser three-dimensional scanner for detecting the average uplift degree of the improved foundation layer is additionally arranged, the earthquake wave is input to the bottom of the improved foundation layer to construct a earthquake response calculation model of the tower-base-improved foundation system, finally, the best anti-seismic proportion of the improved foundation is jointly determined by a computer according to the peak swing amplitude of the transmission tower model, the maximum tensile stress of the transmission line models, the gradient of the tower foundation model and the average uplift degree of the improved foundation model, the improved foundation layer average uplift degree are respectively, the best anti-seismic proportion is selected according to the condition that the peak swing amplitude of the transmission tower model is detected in the earthquake response calculation model, the improved foundation layer has the same, the peak-base model has the highest vibration resistance, and the highest vibration resistance is displayed in the actual proportion, and the best vibration resistance is reached, and the improved foundation layer has the highest vibration resistance, and the average resistance is the highest, and the improved earthquake resistance is the quality, and the improved, and the quality is the improved, and the quality, and the improved, and the quality is the best, and the quality is and the, the safety and stability of a transmission tower system are guaranteed to the greatest extent. Therefore, the invention can intuitively embody the earthquake resistance of the transmission tower system under the condition of improving foundation soil with different proportions, and determines the optimal earthquake-resistant proportion of the improved foundation soil from the earthquake response angle of the transmission tower system.
Drawings
FIG. 1 is a schematic diagram of a structural diagram of a calculation model of the earthquake response of a tower-foundation-modified foundation system in the invention.
Fig. 2 is a control schematic of the present invention.
Fig. 3 shows the maximum tensile stress detection results of the power line model of the 15 seismic response calculation models in example 1.
Fig. 4 shows the results of the tower foundation model inclination detection of the 15 seismic response calculation models in example 1.
Fig. 5 shows the transmission tower model tower tip swing amplitude detection results of 15 seismic response calculation models in example 1.
FIG. 6 shows the results of the detection of the average degree of elevation of the improved foundation layer of the 3 seismic response calculation models obtained by the screening in step S4 in example 1.
In the figure, an improved foundation soil layer 1, rubber particles 11, cloth fibers 12, a computer 2, a transmission tower model 3, a transmission tower model 4, a tower foundation model 5, strain gauges 6, a displacement sensor 7, an inclination sensor 8 and a laser three-dimensional scanner 9.
Detailed Description
The invention is further described below with reference to the drawings and the detailed description.
Referring to fig. 1 to 6, a method for testing a calculation model of a seismic response of a tower-foundation-modified foundation system, the method comprising the following steps in order:
s1, firstly constructing a transmission tower-transmission line-tower foundation physical model of an actual field, and preparing a plurality of improved foundation samples, wherein the transmission tower-transmission line-tower foundation physical model comprises a plurality of transmission tower models 3, a plurality of transmission line models 4 and a plurality of tower foundation models 5, and then burying the tower foundation models 5 in an improved foundation layer 1 prepared from the improved foundation samples to construct an integral model, wherein the improved foundation samples are obtained by mixing anti-seismic components and foundation soil from the actual field according to different proportions;
s2, adding a strain gauge 6 for detecting the maximum tensile stress of the transmission line model 4 on the whole model, adding a displacement sensor 7 for detecting the swing amplitude of the tower tip of the transmission tower model 3, adding an inclination sensor 8 for detecting the inclination of the tower foundation model 5, adding a laser three-dimensional scanner 9 for detecting the average uplift degree of the improved foundation layer 1, and inputting seismic waves to the bottom of the improved foundation layer 1 to construct a tower-foundation-improved foundation system seismic response calculation model;
and S3, determining the optimal anti-seismic proportion of the anti-seismic component in the improved foundation and the foundation soil from the actual field by using the computer 2 according to the swing amplitude of the tower tip of the transmission tower model 3, the maximum tensile stress of the transmission tower model 4, the gradient of the tower foundation model 5 and the average uplift degree of the improved foundation layer 1, which are detected in the earthquake response calculation model obtained in the step S2.
The step S3 sequentially comprises the following steps:
s31, screening by using a computer 2 to obtain a plurality of earthquake response calculation models meeting the following conditions simultaneously:
the detected swing amplitude of the tower tip of the transmission tower model 3 is less than or equal to the limit value of the swing amplitude of the tower tip of the transmission tower model 3;
the detected maximum tensile stress of the power transmission line model 4 is less than or equal to the limit value of the maximum tensile stress of the power transmission line model 4;
the detected gradient of the tower foundation model 5 is less than or equal to the limit value of the gradient of the tower foundation model 5;
s32, selecting a seismic response model with the minimum average degree of elevation of the improved foundation layer 1 from the plurality of seismic response calculation models obtained in the step S31 by using the computer 2, and taking the improved foundation proportion of the seismic response calculation model with the minimum average degree of elevation as the optimal earthquake-resistant proportion of the improved foundation of the actual field.
The limit value of the swing amplitude of the tower tip of the transmission tower model 3 is 15mm;
the limit value of the maximum tensile stress of the power transmission line model 4 is 0.85 times of the tensile strength of the material prepared by the power transmission line model 4;
the limit value of the inclination of the tower foundation model 5 is 0.5%.
The anti-seismic component comprises rubber particles 11 and cloth fibers 12, wherein the percentage content of the rubber particles 11 and the cloth fibers 12 in the improved foundation sample is 5-25% and 1-5% respectively, and the rest is foundation soil from an actual field.
The cloth fiber 12 is manufactured by recycling waste clothes.
In step S1, the transmission tower model 3, the transmission line model 4, and the tower foundation model 5 are respectively obtained by reducing the transmission tower, the tower foundation, and the transmission line in equal proportion in an actual field.
The earthquake response calculation model comprises an improved foundation soil layer 1, a computer 2, a plurality of transmission tower models 3, a plurality of transmission tower models 4 and a plurality of transmission tower foundation models 5 which are arranged in a one-to-one correspondence with the transmission tower models 3, wherein the bottom of the transmission tower models 3 is fixedly connected with the transmission tower foundation models 5 buried in the improved foundation soil layer 1, the tops of the adjacent transmission tower models 3 are connected through the transmission tower models 4, a plurality of strain gauges 6 are arranged on each transmission tower model 4 at intervals, displacement sensors 7 are arranged at the tower tips of the transmission tower models 3 connected with at least two transmission tower models 4, inclination sensors 8 are arranged on the transmission tower foundation models 5 corresponding to the transmission tower models 3 connected with at least two transmission tower models 4, a laser three-dimensional scanner 9 is erected on the improved foundation soil layer 1, and signal output ends of the displacement sensors 7, the strain gauges 6, the inclination sensors 8 and the laser three-dimensional scanner 9 are connected with signal input ends of the computer 2.
The laser three-dimensional scanner 9 is at least five times the width of the tower base pattern 5 from each tower base pattern 5.
Example 1:
referring to fig. 1 and 2, taking an En fishing line transmission tower system in the western Hubei province as a test object, a tower-foundation-improved foundation system earthquake response calculation model comprises an improved foundation layer 1, a computer 2, three transmission tower models 3, two transmission line models 4 and three tower foundation models 5 which are arranged in one-to-one correspondence with the transmission tower models 3, wherein the transmission tower models 3, the transmission line models 4 and the transmission tower foundation models 5 are respectively obtained by reducing transmission towers, tower foundations and transmission lines in an actual field in an equal proportion, the reduction ratio is 1/20, the transmission tower models 3 and the transmission towers in the actual field are made of the same materials and Q345 steel, the transmission line models 4 and the transmission lines in the actual field are made of the same materials and are steel core aluminum wires with diameters of 5mm, the tower foundation model 5 is made of C30 concrete, the bottom of the tower foundation model 3 is fixedly connected with the tower foundation model 5 buried in the improved foundation layer 1, the tops of the adjacent tower foundation models 3 are connected through the transmission line models 4, a plurality of strain gauges 6 are arranged on each transmission line model 4 at intervals, the distance between the adjacent strain gauges 6 is 10cm, displacement sensors 7 are arranged at the tower tips of the tower foundation models 3 connected with the two transmission line models 4, inclination sensors 8 are arranged on the tower foundation models 5 corresponding to the tower foundation models 3 connected with the two transmission line models 4, a laser three-dimensional scanner 9 is erected on the improved foundation layer 1, the distance between the laser three-dimensional scanner 9 and each tower foundation model 5 is controlled to be five times or more than the width of the tower foundation model 5, the signal output ends of the displacement sensor 7, the strain gauge 6, the inclination sensor 8 and the laser three-dimensional scanner 9 are connected with the signal input end of the computer 2;
the test method based on the tower-foundation-improved foundation system earthquake response calculation model is sequentially carried out according to the following steps:
s1, firstly constructing a transmission tower-transmission line-tower foundation physical model of an actual site, preparing a plurality of improved foundation samples, wherein the transmission tower-transmission line-tower foundation physical model comprises three transmission tower models 3, two transmission line models 4 and three tower foundation models 5, each improved foundation sample is obtained by mixing an anti-seismic component with foundation soil from the actual site according to different proportions, and then burying the tower foundation model 5 in an improved foundation soil layer 1 made of the improved foundation samples to construct an integral model;
the anti-seismic component comprises rubber particles 11 and cloth fibers 12, wherein the particle size of the rubber particles 11 is 3mm, the cloth fibers 12 are prepared by recycling waste clothes, the percentage content of the rubber particles 11 in an improved foundation sample is set to be 5%, 10%, 15%, 20% and 25%, the percentage content of the cloth fibers 12 in the improved foundation sample is set to be 1%, 3% and 5%, the rest is foundation soil from an actual field, 15 improved foundation samples are prepared according to different proportions of the rubber particles 11 and the cloth fibers 12 in the improved foundation sample, and 15 integral models are constructed according to the 15 improved foundation samples;
s2, adding a strain gauge 6 for detecting the maximum tensile stress of the transmission line model 4 on the integral model, adding a displacement sensor 7 for detecting the swing amplitude of the tower tip of the transmission tower model 3, adding an inclination sensor 8 for detecting the inclination of the tower foundation model 5, adding a laser three-dimensional scanner 9 for detecting the average uplift degree of the improved foundation layer 1, and inputting seismic waves to the bottom of the improved foundation layer 1 to construct a tower-foundation-improved foundation system seismic response calculation model, and constructing 15 total seismic response calculation models based on the 15 integral models obtained in the step S1;
s3, screening out the earthquake response calculation models which simultaneously meet the following conditions from the 15 earthquake response calculation models by using the computer 2:
the swing amplitude of the detected tower tip of the transmission tower model 3 is less than or equal to 15mm;
the maximum tensile stress of the detected power transmission line model 4 is less than or equal to 0.85 times of the tensile strength of the preparation material of the power transmission line model 4, and the 0.85 times of the tensile strength of the preparation material of the power transmission line model 4 is 20MPa;
the detected gradient of the tower foundation model 5 is less than or equal to 0.5 percent;
the detection results of the maximum tensile stress of the power transmission line model 4, the gradient of the tower foundation model 5 and the swing amplitude of the tower tip of the power transmission tower model 3 in the 15 earthquake response calculation models are respectively shown in figures 3-5, 3 earthquake response calculation models are obtained through screening according to figures 3-5, and the improved foundation soil proportion in the 3 earthquake response calculation models is respectively 3% of cloth fiber and 10% of rubber particles, 3% of cloth fiber and 15% of rubber particles, 5% of cloth fiber and 10% of rubber particles;
s4, selecting an earthquake response model with the minimum average uplift degree of the improved foundation soil layer 1 from the 3 earthquake response calculation models obtained by screening in the step S4 by utilizing a computer 2, wherein the detection result of the average uplift degree of the improved foundation soil layer 1 of the 3 earthquake response calculation models is shown in fig. 6, and according to fig. 6, the average uplift degree of the earthquake response calculation model with the improved foundation soil proportion of 3% of cloth fiber and 15% of rubber particle content is the minimum average uplift degree, so that the 3% of cloth fiber and the 15% of rubber particle content are taken as the optimal earthquake resistant proportion of an improved foundation of an En fishing line transmission tower system in a jaw region.
Claims (7)
1. The test method of the earthquake response calculation system of the tower-foundation-improved foundation system is characterized by comprising the following steps of:
the test method sequentially comprises the following steps:
s1, firstly constructing a transmission tower-transmission line-tower foundation physical model of an actual field, and preparing a plurality of improved foundation samples, wherein the transmission tower-transmission line-tower foundation physical model comprises a plurality of transmission tower models (3), a plurality of transmission line models (4) and a plurality of tower foundation models (5), and then burying the tower foundation models (5) in an improved foundation layer (1) prepared from the improved foundation samples to construct an integral model, and the improved foundation samples are obtained by mixing anti-seismic components with foundation soil from the actual field according to different proportions;
s2, adding strain gauges (6) for detecting the maximum tensile stress of a transmission line model (4) on the whole model, adding displacement sensors (7) for detecting the swing amplitude of the tower tip of a transmission tower model (3), adding inclination angle sensors (8) for detecting the inclination angle of a tower foundation model (5), adding a laser three-dimensional scanner (9) for detecting the average uplift degree of an improved foundation layer (1), and inputting seismic waves to the bottom of the improved foundation layer (1) to construct a tower-foundation-improved foundation system seismic response calculation system;
s3, determining the optimal anti-seismic proportion of the anti-seismic component in the improved foundation and the foundation soil from the actual field by using a computer (2) according to the swing amplitude of the tower tip of the transmission tower model (3), the maximum tensile stress of the transmission tower model (4), the gradient of the tower foundation model (5) and the average degree of elevation of the improved foundation soil layer (1) which are detected in the earthquake response calculation system obtained in the step S2;
the step S3 sequentially comprises the following steps:
s31, screening by using a computer (2) to obtain a plurality of earthquake response computing systems meeting the following conditions simultaneously:
the detected swing amplitude of the tower tip of the transmission tower model (3) is less than or equal to the limit value of the swing amplitude of the tower tip of the transmission tower model (3);
the maximum tensile stress of the detected power transmission line model (4) is less than or equal to the limit value of the maximum tensile stress of the power transmission line model (4);
the detected gradient of the tower foundation model (5) is less than or equal to the limit value of the gradient of the tower foundation model (5);
s32, selecting a seismic response computing system with the minimum average rising degree of the improved foundation layer (1) from the plurality of seismic response computing systems obtained in the step S31 by utilizing the computer (2), and taking the improved foundation proportion of the seismic response computing system with the minimum average rising degree as the optimal earthquake resistant proportion of the improved foundation of the actual field.
2. The method for testing a system for calculating the earthquake response of a tower-foundation-modified foundation system according to claim 1, wherein:
the limit value of the swing amplitude of the tower tip of the transmission tower model (3) is 15mm;
the limit value of the maximum tensile stress of the power transmission line model (4) is 0.85 times of the tensile strength of the preparation material of the power transmission line model (4);
the limit value of the inclination of the tower foundation model (5) is 0.5 percent.
3. The method for testing a system for calculating the earthquake response of a tower-foundation-modified foundation system according to claim 1 or 2, wherein:
the anti-seismic component comprises rubber particles (11) and cloth fibers (12), wherein the percentage content of the rubber particles (11) and the cloth fibers (12) in the improved foundation sample is 5-25% and 1-5% respectively, and the other is foundation soil from an actual field.
4. A method of testing a system for calculating the seismic response of a tower-foundation-modified foundation system according to claim 3, wherein:
the cloth fiber (12) is manufactured by recycling waste clothes.
5. The method for testing a system for calculating the earthquake response of a tower-foundation-modified foundation system according to claim 1 or 2, wherein:
in step S1, the transmission tower model (3), the transmission line model (4) and the tower foundation model (5) are respectively obtained by reducing the transmission tower, the tower foundation and the transmission line in equal proportion in an actual field.
6. A tower-foundation-modified foundation system seismic response calculation system applied to the test method of any one of claims 1-5, characterized in that:
the earthquake response computing system comprises an improved foundation soil layer (1), a computer (2), a plurality of transmission tower models (3), a plurality of transmission tower foundation models (4) and a plurality of transmission tower foundation models (5) which are arranged in a one-to-one correspondence manner with the transmission tower models (3), wherein the bottom of the transmission tower models (3) is fixedly connected with the transmission tower foundation models (5) buried in the improved foundation soil layer (1), the tops of the adjacent transmission tower models (3) are connected through the transmission tower models (4), a plurality of strain gauges (6) are uniformly arranged on each transmission tower model (4) at intervals, displacement sensors (7) are arranged at the tower tip of the transmission tower models (3) which are at least connected with the two transmission tower models (4), inclination sensors (8) are arranged on the transmission tower foundation models (5) which are corresponding to the transmission tower models (3) which are at least connected with the two transmission tower models (4), a laser three-dimensional scanner (9) is arranged on the improved foundation soil layer (1), and the displacement sensors (7), the strain gauges (6) and the strain gauges (8) are connected with the output ends of the laser three-dimensional scanner (2).
7. The tower-foundation-modified foundation system seismic response calculation system of claim 6, wherein:
the distance between the laser three-dimensional scanner (9) and each tower foundation model (5) is at least five times the width of the tower foundation model (5).
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| 土-桩-结构振动台模型试验相似理论及其实施;姜忻良等;《振动工程学报》;第23卷(第02期);第1-5节，第225-229页 * |
| 强震作用下抗震陷黄土改良地基的微观特征分析;许书雅;《地震工程学报》;第41卷(第03期);第0-4节，第724-730页 * |
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