CN105631101A - Method for analyzing ship lift tower structure dynamic distribution coefficients under seismic actions - Google Patents

Method for analyzing ship lift tower structure dynamic distribution coefficients under seismic actions Download PDF

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CN105631101A
CN105631101A CN201510981346.9A CN201510981346A CN105631101A CN 105631101 A CN105631101 A CN 105631101A CN 201510981346 A CN201510981346 A CN 201510981346A CN 105631101 A CN105631101 A CN 105631101A
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shiplifter
tower structure
tower
ship lift
dynamic distribution
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CN105631101B (en
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郭博文
赵兰浩
李同春
刘文化
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Hohai University HHU
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Abstract

The invention discloses a method for analyzing ship lift tower structure dynamic distribution coefficients under seismic actions. The method comprises the following steps: establishing 11 ship lift tower structure two-dimensional finite element models with different heights according to established or planned ship lift tower structure characteristics; respectively carrying out time history method dynamic calculation on the models on the basis of a viscoelasticity artificial boundary condition; summarizing the tower dynamic distribution coefficients in the ship lift tower structure models with different heights according to the calculation result; drawing up a ship lift tower structure acceleration dynamic coefficient suggestion curve; and verifying, through engineering examples, that the drawn up suggestion curve has relatively high safety margin. According to the method disclosed in the invention, the ship lift tower structure acceleration dynamic coefficient suggestion curve is given in allusion to the ship lift tower structure dynamic distribution coefficient problem at present, so that the standards are improved.

Description

Under a kind of geological process, towering shiplifter tower structure dynamic distribution coefficient analyzes method
Technical field:
The present invention relates to towering shiplifter tower structure dynamic distribution coefficient under a kind of geological process and analyze method, belong to tower column structure aseismic analysis technical field.
Background technology:
Ship lift has the consumption advantages such as water is few, reduced investment, cost are low, mistake ship's speed degree is fast, along with the increase of gate dam height, above-mentioned advantage is more aobvious prominent, the development of science and technology especially nearly ten years, the needs of high dam navigation, make ship lift construction enter a new stage. Along with the development of the construction of China's high water head key water control project and inland waterway, high-lift vertical ship lift increasingly receives the concern of people, the design of ship lift and research work day more seem important.
There is no special ship lift design discipline both at home and abroad at present, specification, " hydraulic structure earthquake resistant design code (GB5073-2000) ", " seismic design provision in building code (GB50011-2010) ", european norm, and " shipyard winding type vertical ship lift design specification ", it is described all without to shiplifter tower structure Aseismic Design, ship lift king-post and intake tower tower body have certain similarity, in major part scholar's code requirement, the intake tower tower body particle dynamic distribution coefficient of regulation replaces shiplifter tower structure particle dynamic distribution coefficient at present, the Quintic system carrying out shiplifter tower structure calculates, but there is certain defect in such way.
In sum, do not have the Regulations can as design considerations at present for dynamic distribution coefficient under shiplifter tower structure geological process, it is necessary to carry out perfect to it.
Summary of the invention
Goal of the invention: for the shiplifter tower structure dynamic distribution coefficient problem that presently, there are, the present invention provides towering shiplifter tower structure dynamic distribution coefficient under a kind of geological process to analyze method, give shiplifter tower structure dynamic distribution coefficient suggestion curve, specification has been carried out perfect.
Technical scheme: for achieving the above object, the present invention adopts the following technical scheme that
The present invention proposes towering shiplifter tower structure dynamic distribution coefficient under a kind of geological process and analyzes method, according to setting up or having planned shiplifter tower structure feature, establish the shiplifter tower structure two-dimensional finite element model of 11 differing heights, based on visco-elastic artificial boundary condition, respectively it is carried out time-histories method Cable Power Computation, the king-post dynamic distribution coefficient in differing heights shiplifter tower structure model is summarized according to result of calculation, draft shiplifter tower structure acceleration coefficient of dynamics suggestion curve, and demonstrated the suggestion curve drafted by case history there is bigger margin of safety, specifically include following steps:
Step 1, basis have been set up or have planned shiplifter tower structure feature, set up 11 differing heights shiplifter tower structure two-dimensional finite element models, specific as follows:
Measure mouth of a river ship lift, Jinghong ship lift, Peng River ship lift, Silin ship lift, Baise ship lift and planned 150m super large lift vertical ship lift tower column structure elevation H, base plate thickness d, king-post thickness ��, the parameters such as the width �� between connection beam height �� and king-post, the actual shiplifter tower structure dimensional parameters that reference measure obtains, plan to build vertical 11 differing heights shiplifter tower structures, dimensional parameters according to 11 the differing heights shiplifter tower structures drafted, set up its two-dimensional finite element model, wherein ground takes 2H respectively toward shiplifter tower structure left and right directions, also 2H is taken along ground depth direction, discrete grid block adopts quadrilateral mesh.
Step 2, reference hydraulic structure earthquake resistant code, synthetic seismic wave, specific as follows:
With reference to hydraulic structure earthquake resistant code, only considering horizontal earthquake effect, seismic fortification intensity is taken as i, and the level in ship lift place is taken as �� to design acceleration representative valueh, the representative value of design response spectrum maximum is taken as �� by intake tower concrete structuremaxAnd ��min, namely eigenperiod obtains t by j class place valuegAccording to above parameter, obtain the shiplifter tower structure design response spectrum under this seismic fortification intensity, adopt the method that trigonometrical number launches to generate a horizontal earthquake acceleration-time curve by this design response spectrum, known acceleration-time curve integration respectively obtain corresponding speed time-history curves and displacement time-history curves.
Step 3, based on visco-elastic artificial boundary condition, it is considered to infinite plane wall synchrotron radiation effect, respectively 11 the differing heights shiplifter tower structures set up are carried out Dynamic time history calculating, specific as follows:
Visco-elastic artificial boundary is exactly arrange that on Artificial Boundaries the damped coefficient of a series of per unit area is CbAntivibrator and stiffness coefficient be KbHookean spring, namely the shear stress �� (r of any point in mediumb, t), particularly as follows:
τ ( r b , t ) = - G 2 r b u ( r b , t ) - ρc s ∂ u ( r b , t ) ∂ t - - - ( 1 )
In formula, Cb=�� cs,rbFor any radius, G is modulus of shearing, and �� is mass of medium density, and u is the out-of-plane displacement of medium, csFor shear wave velocity, t is the time;
Based on visco-elastic artificial boundary condition, it is considered to infinite plane wall synchrotron radiation effect, adopting the Artificial Seismic Wave generated in step 2,11 differing heights shiplifter tower structures carry out Dynamic time history analysis respectively.
Step 4, result of calculation according to step 3, collect differing heights shiplifter tower structure dynamic distribution coefficient, specific as follows:
Differing heights shiplifter tower structure is collected along elevation direction dynamic distribution coefficient, draw the tower column structure dynamic distribution coefficient variation relation figure with elevation, wherein figure abscissa is shiplifter tower structure dynamic distribution coefficient, and vertical coordinate is king-post height and the ratio of king-post elevation.
Step 5, summarized results according to step 4, draft out shiplifter tower structure dynamic distribution coefficient suggestion curve, and the correctness of the dynamic distribution coefficient suggestion curve by the matching of case history checking institute, specific as follows:
First, drafting out shiplifter tower structure dynamic distribution coefficient suggestion curve, this curve is:
As H��60m:
a i = 1 + 1.25 ( z i H ) 0 &le; z i H &le; 0.6 0.25 + 2.5 ( z i H ) 0.6 < z i H &le; 1 - - - ( 2 )
As H > 60m:
a i = 1 + 0.625 ( z i H ) 0 &le; ( z i H ) &le; 0.8 2.5 ( z i H ) - 0.5 0.8 < z i H &le; 1 - - - ( 3 )
In formula, aiFor ziAt The Height shiplifter tower structure dynamic distribution coefficient,For tower column structure height ziRatio with elevation H;
Then, for Peng River ship lift, Silin ship lift and Baise shiplifter tower structure, according to its concrete shiplifter tower structure parameter, its shiplifter tower structure two-dimensional finite element model is set up respectively shown in step 1, adopt the Artificial Seismic Wave generated in step 2, based on method shown in step 3, it is carried out Dynamic time history analysis, described in step 4, collect Peng River ship lift, Silin ship lift and Baise shiplifter tower structure dynamic distribution coefficient, the margin of safety of the curve of checking institute matching.
Beneficial effect: the present invention is directed to the shiplifter tower structure dynamic distribution coefficient problem that presently, there are, gives shiplifter tower structure dynamic distribution coefficient suggestion curve, has carried out perfect to specification.
Accompanying drawing explanation
Fig. 1 is shiplifter tower structure geometric representation;
Fig. 2 is ship lift king-post FEM (finite element) model;
Fig. 3 is shiplifter tower structure design response spectrum under VII level earthquake protection;
Fig. 4 is horizontally seismic wave acceleration-time curve;
Fig. 5 is horizontally seismic velocity time-history curves;
Fig. 6 is horizontally seismic wave displacement time-history curves;
Fig. 7 is that differing heights shiplifter tower structure dynamic distribution coefficient is with elevation variation relation;
Fig. 8 is that differing heights shiplifter tower structure dynamic distribution coefficient is with elevation variation relation and intake tower specification suggestion curve comparison;
Fig. 9 be differing heights shiplifter tower structure dynamic distribution coefficient with elevation variation relation with draft suggestion curve;
Figure 10 be in example shiplifter tower structure dynamic distribution coefficient with elevation variation relation with draft suggestion curve;
Reference numerals list: 1 ground, 2 base plates, 3 king-posts, 4 connection beam.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, it is further elucidated with the present invention. It should be understood that following detailed description of the invention is merely to illustrate the present invention rather than restriction the scope of the present invention.
The present invention provides towering shiplifter tower structure dynamic distribution coefficient under a kind of geological process to analyze method, comprises the steps:
Step 1, basis have been set up or have planned tower column structure feature, set up 11 differing heights shiplifter tower structure two-dimensional finite element models, specific as follows:
Measure mouth of a river ship lift, Jinghong ship lift, Peng River ship lift, Silin ship lift, Baise ship lift and planned 150m super large lift vertical ship lift tower column structure elevation H, base plate thickness d, king-post thickness ��, the parameters such as the width �� between connection beam height �� and king-post, the actual shiplifter tower structure dimensional parameters that reference measure obtains, plan to build vertical 11 differing heights shiplifter tower structures, dimensional parameters according to 11 the differing heights shiplifter tower structures drafted, set up its two-dimensional finite element model, wherein ground takes 2H respectively toward shiplifter tower structure left and right directions, also 2H is taken along ground depth direction, discrete grid block adopts quadrilateral mesh.
Step 2, reference hydraulic structure earthquake resistant code, synthetic seismic wave, specific as follows:
With reference to hydraulic structure earthquake resistant code, only considering horizontal earthquake effect, seismic fortification intensity is taken as VII degree, and the level in ship lift place is to design acceleration representative value ��h=0.1g, the representative value of design response spectrum maximum takes �� by intake tower concrete structuremax=2.25, ��minBeing taken as 0.50, eigenperiod presses II class place value, i.e. tg=0.30s, according to above parameter, obtain the shiplifter tower structure design response spectrum under VII grade of earthquake protection, adopt the method that trigonometrical number launches to generate a horizontal earthquake acceleration-time curve by this design response spectrum, known acceleration-time curve integration respectively obtain corresponding speed time-history curves and displacement time-history curves.
Step 3, based on visco-elastic artificial boundary condition, it is considered to infinite plane wall synchrotron radiation effect, respectively 11 the differing heights shiplifter tower structures set up are carried out Dynamic time history calculating, specific as follows:
Visco-elastic artificial boundary is exactly arrange that on Artificial Boundaries the damped coefficient of a series of per unit area is CbAntivibrator and stiffness coefficient be KbHookean spring, namely the shear stress �� (r of any point in mediumb, t), particularly as follows:
&tau; ( r b , t ) = - G 2 r b u ( r b , t ) - &rho;c s &part; u ( r b , t ) &part; t - - - ( 1 )
In formula, Cb=�� cs,rbFor any radius, G is modulus of shearing, and �� is mass of medium density, and u is the out-of-plane displacement of medium, csFor shear wave velocity, t is the time;
Based on visco-elastic artificial boundary condition, it is considered to infinite plane wall synchrotron radiation effect, adopting the Artificial Seismic Wave generated in step 2,11 differing heights shiplifter tower structures carry out Dynamic time history analysis respectively.
Step 4, collect differing heights shiplifter tower structure dynamic distribution coefficient, specific as follows:
According to step 3 result of calculation, differing heights shiplifter tower structure is collected along elevation direction dynamic distribution coefficient, draw the tower column structure dynamic distribution coefficient variation relation figure with elevation, wherein figure abscissa is shiplifter tower structure dynamic distribution coefficient, and vertical coordinate is king-post height and the ratio of king-post elevation.
Step 5, the long and that converges according to step 4, draft out shiplifter tower structure dynamic distribution coefficient suggestion curve, and verify that the dynamic distribution coefficient of institute's matching advises the correctness of curve by case history, specific as follows:
Converging the long and according to step 4, draft out shiplifter tower structure dynamic distribution coefficient suggestion curve, this curve is:
As H��60m:
a i = 1 + 1.25 ( z i H ) 0 &le; z i H &le; 0.6 0.25 + 2.5 ( z i H ) 0.6 < z i H &le; 1 - - - ( 2 )
As H > 60m:
a i = 1 + 0.625 ( z i H ) 0 &le; ( z i H ) &le; 0.8 2.5 ( z i H ) - 0.5 0.8 < z i H &le; 1 - - - ( 3 )
In formula, aiFor ziAt The Height shiplifter tower structure dynamic distribution coefficient,For tower column structure height ziRatio with elevation H.
For Peng River ship lift, Silin ship lift and Baise shiplifter tower structure, according to its concrete shiplifter tower structure parameter, its shiplifter tower structure two-dimensional finite element model is set up respectively shown in step 1, adopt the Artificial Seismic Wave generated in step 2, based on method shown in step 3, it is carried out Dynamic time history analysis, described in step 4, collect Peng River ship lift, Silin ship lift and Baise shiplifter tower structure dynamic distribution coefficient, the margin of safety of the curve of checking institute matching.
With instantiation, the present invention is described below:
With reference to parameters such as the width �� between vertical ship lift tower column structure elevation H, base plate thickness d, king-post thickness ��, connection beam height �� and the king-post setting up or planned that table 1 is listed, plan to build vertical 11 differing heights shiplifter tower structures, as shown in Figure 1, concrete size is with reference to table 2, dimensional parameters according to 11 the different shiplifter tower structures drafted, set up its two-dimensional finite element model, as shown in Figure 2, wherein ground takes 2H respectively toward shiplifter tower structure left and right directions, also taking 2H along ground depth direction, discrete grid block adopts quadrilateral mesh.
Described in present invention hydraulic structure earthquake resistant code, only considering horizontal earthquake effect, seismic fortification intensity is taken as VII degree, specifies value according to specification, and the level in ship lift place is to design acceleration representative value ��h=0.1g, the representative value of design response spectrum maximum takes �� by intake tower concrete structuremax=2.25, ��minBeing taken as 0.50, eigenperiod presses II class place value, i.e. tg=0.30s, according to above parameter, obtain the shiplifter tower structure design response spectrum under VII grade of earthquake protection, specifically as shown in Figure 3, the method that trigonometrical number launches is adopted to generate a horizontal earthquake acceleration-time curve by this design response spectrum, as shown in Figure 4, known acceleration-time curve integration respectively obtain corresponding speed time-history curves and displacement time-history curves, respectively as shown in Figure 5 and Figure 6.
Based on visco-elastic artificial boundary condition, time history analysis method is adopted respectively 11 tower column structure models to be carried out Cable Power Computation, only considering horizontal ground motion effect, x is to the speed wave shown in input and displacement wave, and horizontal earthquake acceleration peak value takes 0.1g, material parameter is with reference to table 3, what wherein provide in table is material static parameter list, during Cable Power Computation, specifies according to specification, concrete bullet mould amplifies 1.3 times on the basis of static state bullet mould, namely takes 3.25E+10Pa. Calculate and obtain the fundamental frequency of 11 differing heights shiplifter tower structure models, basic cycle and tower top acceleration amplification factor, specifically as shown in table 4.
As shown in Table 4, along with the increase of ship lift king-post height, its fundamental frequency is gradually lowered, and king-post height reaches minimum when being 150m, for 0.40hz; Meanwhile, along with the raising of ship lift king-post height, its basic cycle is gradually increased, and king-post height reaches maximum when being 150m, for 2.05s; It addition, along with the increase of ship lift king-post height, the acceleration amplification factor at its top also gradually decreases, king-post height reaches minimum when being 150m, is 1.23.
King-post dynamic distribution coefficient in differing heights shiplifter tower structure model is collected, draws the tower column structure dynamic distribution coefficient variation relation figure with elevation, as shown in Figure 7. As shown in Figure 7, when king-post height is less than 50m, shiplifter tower structure acceleration dynamic distribution coefficient increases with the increase of height, when king-post height is more than 50m, king-post acceleration dynamic distribution coefficient first increases to reduce with the increase of height again and increases, and flex point is about distributed near 0.75H, this is because after king-post reach a certain height, will not there is consistent deformation in king-post, but top layer tower column structure is deformed under the drive of bottom king-post. And at more than 0.75H, king-post acceleration dynamic distribution coefficient is with highly increasing increase faster.
Fig. 8 gives the tower column structure dynamic distribution coefficient intake tower suggestion line comparison diagram with providing in elevation variation relation and specification, in figure, M and N is two intake tower tower body coefficient of dynamics distribution curves in specification, wherein M is as H > 30m, intake tower dynamic distribution coefficient curve in specification, N is as 10m < H��30m, intake tower dynamic distribution coefficient curve in specification. By ship lift king-post acceleration dynamic distribution coefficient is studied, it can be seen that in shiplifter tower structure code requirement, the intake tower dynamic distribution coefficient curve of regulation is inappropriate.
The regularity of distribution according to 11 highly different ship lift king-post acceleration dynamic distribution coefficient, draft the acceleration dynamic distribution coefficient suggestion line of 2 ship lift king-posts, P line as shown in Figure 9 and Q line, wherein P is the dynamic distribution coefficient suggestion curve as king-post H��60m, and Q is the dynamic distribution coefficient suggestion curve as king-post height H > 60m. Specific as follows:
As H��60m:
a i = 1 + 1.25 ( z i H ) 0 &le; z i H &le; 0.6 0.25 + 2.5 ( z i H ) 0.6 < z i H &le; 1 - - - ( 2 )
As H > 60m:
a i = 1 + 0.625 ( z i H ) 0 &le; ( z i H ) &le; 0.8 2.5 ( z i H ) - 0.5 0.8 < z i H &le; 1 - - - ( 3 )
In formula, aiFor ziAt The Height shiplifter tower structure dynamic distribution coefficient,For tower column structure height ziRatio with elevation H.
Adopt parameter information in table 1, set up Peng River ship lift respectively, Silin ship lift and Baise shiplifter tower structure two-dimensional finite element model, adopt the material parameter in table 3, based on visco-elastic artificial boundary condition, x shown in Fig. 5 and Fig. 6 is to speed wave and displacement wave in input, horizontal earthquake acceleration representative value is 0.1g, it is carried out time-histories method and carries out Cable Power Computation, its tower column structure dynamic distribution coefficient variation relation figure with elevation is drawn according to result of calculation, and contrast with given shiplifter tower structure dynamic distribution coefficient suggestion curve, specifically as shown in Figure 10, Q is the dynamic distribution coefficient suggestion curve as king-post height H > 60m, as shown in Figure 10, adopt the king-post coefficient of dynamics suggestion curve drafted, there is bigger margin of safety.
In sum, the present invention is directed to the shiplifter tower structure dynamic distribution coefficient problem that presently, there are, give shiplifter tower structure dynamic distribution coefficient suggestion curve, and verified by case history, specification has been carried out perfect.
Table 1 is built or has planned vertical ship lift tower column structure reduced parameter
Table 2 differing heights shiplifter tower structure moulded dimension parameter
Table 3 material static parameter
Table 4 differing heights shiplifter tower structure Dynamic time history result of calculation

Claims (6)

1. under a geological process, towering shiplifter tower structure dynamic distribution coefficient analyzes method, it is characterised in that comprise the steps:
Step 1, basis have been set up or have planned shiplifter tower structure feature, set up 11 differing heights shiplifter tower structure two-dimensional finite element models;
Step 2, reference hydraulic structure earthquake resistant code, synthetic seismic wave;
Step 3, based on visco-elastic artificial boundary condition, it is considered to infinite plane wall synchrotron radiation effect, respectively 11 the differing heights shiplifter tower structures set up are carried out Dynamic time history calculating;
Step 4, result of calculation according to step 3, collect differing heights shiplifter tower structure dynamic distribution coefficient;
Step 5, summarized results according to step 4, draft out shiplifter tower structure dynamic distribution coefficient suggestion curve, and the correctness of the dynamic distribution coefficient suggestion curve by the matching of case history checking institute.
2. under geological process according to claim 1, towering shiplifter tower structure dynamic distribution coefficient analyzes method, it is characterised in that described step 1 is specific as follows:
Measure mouth of a river ship lift, Jinghong ship lift, Peng River ship lift, Silin ship lift, Baise ship lift and planned 150m super large lift vertical ship lift tower column structure elevation H, base plate thickness d, king-post thickness ��, the parameters such as the width �� between connection beam height �� and king-post, the actual shiplifter tower structure dimensional parameters that reference measure obtains, plan to build vertical 11 differing heights shiplifter tower structures, dimensional parameters according to 11 the differing heights shiplifter tower structures drafted, set up its two-dimensional finite element model, wherein ground takes 2H respectively toward shiplifter tower structure left and right directions, also 2H is taken along ground depth direction, discrete grid block adopts quadrilateral mesh.
3. under geological process according to claim 1, towering shiplifter tower structure dynamic distribution coefficient analyzes method, it is characterised in that described step 2 is specific as follows:
With reference to hydraulic structure earthquake resistant code, only considering horizontal earthquake effect, seismic fortification intensity is taken as i, and the level in ship lift place is taken as �� to design acceleration representative valueh, the representative value of design response spectrum maximum is taken as �� by intake tower concrete structuremaxAnd ��min, namely eigenperiod obtains t by j class place valuegAccording to above parameter, obtain the shiplifter tower structure design response spectrum under this seismic fortification intensity, adopt the method that trigonometrical number launches to generate a horizontal earthquake acceleration-time curve by this design response spectrum, known acceleration-time curve integration respectively obtain corresponding speed time-history curves and displacement time-history curves.
4. under geological process according to claim 1, towering shiplifter tower structure dynamic distribution coefficient analyzes method, it is characterised in that described step 3 is specific as follows:
Visco-elastic artificial boundary is exactly arrange that on Artificial Boundaries the damped coefficient of a series of per unit area is CbAntivibrator and stiffness coefficient be KbHookean spring, namely the shear stress �� (r of any point in mediumb, t), particularly as follows:
&tau; ( r b , t ) = - G 2 r b u ( r b , t ) - &rho;c s &part; u ( r b , t ) &part; t - - - ( 1 )
In formula, Cb=�� cs,rbFor any radius, G is modulus of shearing, and �� is mass of medium density, and u is the out-of-plane displacement of medium, csFor shear wave velocity, t is the time;
Based on visco-elastic artificial boundary condition, it is considered to infinite plane wall synchrotron radiation effect, adopting the Artificial Seismic Wave generated in step 2,11 differing heights shiplifter tower structures carry out Dynamic time history analysis respectively.
5. under geological process according to claim 1, towering shiplifter tower structure dynamic distribution coefficient analyzes method, it is characterised in that described step 4 is specific as follows:
Differing heights shiplifter tower structure is collected along elevation direction dynamic distribution coefficient, draw the tower column structure dynamic distribution coefficient variation relation figure with elevation, wherein figure abscissa is shiplifter tower structure dynamic distribution coefficient, and vertical coordinate is king-post height and the ratio of king-post elevation.
6. under geological process according to claim 1, towering shiplifter tower structure dynamic distribution coefficient analyzes method, it is characterised in that described step 5 is specific as follows:
First, drafting out shiplifter tower structure dynamic distribution coefficient suggestion curve, this curve is:
As H��60m:
a i = 1 + 1.25 ( z i H ) 0 &le; z i H &le; 0.6 0.25 + 2.5 ( z i H ) 0.6 < z i H &le; 1 - - - ( 2 )
As H > 60m:
a i = 1 + 0.625 ( z i H ) 0 &le; z i H &le; 0.8 2.5 ( z i H ) - 0.5 0.8 < z i H &le; 1 - - - ( 3 )
In formula, aiFor ziAt The Height shiplifter tower structure dynamic distribution coefficient,For tower column structure height ziRatio with elevation H;
Then, for Peng River ship lift, Silin ship lift and Baise shiplifter tower structure, according to its concrete shiplifter tower structure parameter, its shiplifter tower structure two-dimensional finite element model is set up respectively shown in step 1, adopt the Artificial Seismic Wave generated in step 2, based on method shown in step 3, it is carried out Dynamic time history analysis, described in step 4, collect Peng River ship lift, Silin ship lift and Baise shiplifter tower structure dynamic distribution coefficient, the correctness of the curve of checking institute matching.
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CN107506542A (en) * 2017-08-16 2017-12-22 新疆金风科技股份有限公司 Wind power generating set earthquake resisting performance method of estimation, device and storage medium
CN108090268A (en) * 2017-12-11 2018-05-29 华北水利水电大学 The integrated adding method of Seismic Time-history ripple under a kind of Visco-spring Boundary
CN108090268B (en) * 2017-12-11 2021-09-07 华北水利水电大学 Integrated addition method of seismic time-course wave under viscoelastic boundary
CN108549104A (en) * 2018-04-10 2018-09-18 江南大学 Layered place inclined seismic wave fluction analysis method
CN109033491A (en) * 2018-05-31 2018-12-18 长安大学 Seismic fortification method is built in a kind of construction based on ground fissure place earthquake enlarge-effect
CN109241673A (en) * 2018-10-11 2019-01-18 中国人民解放军63921部队 The anti-Kill capability of reinforced concrete frame structure building determines method
CN110794459A (en) * 2019-11-14 2020-02-14 福州大学 Fitting method for seabed near fault seismic oscillation

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