scholarly journals Analytical study of cylindrical tanks including soil-structure interaction

2019 ◽  
Vol 12 (1) ◽  
pp. 14-22 ◽  
Author(s):  
R. L. C. SILVA ◽  
G. B. MARQUES ◽  
E. N. LAGES ◽  
S. P. C. MARQUES
Keyword(s):  
Soil Structure ◽  
Analytical Study ◽  
Construction Materials ◽  
Cylindrical Wall ◽  
Soil Stiffness ◽  
Liquid Storage ◽  
Tank Design ◽  
Cylindrical Tanks ◽  
Parametric Analyses ◽  
Approximate Expressions

Abstract An analytical study aiming the design of cylindrical liquid storage tanks resting on deformable foundations is developed in this work. The soil under the tanks is modeled as an elastic linear medium. The cylindrical wall is considered rigidly connected to the plate foundation. Here, concrete tanks are emphasized, although the study can be extended to other construction materials. For the analysis of the design forces acting on the tanks, efficient and simplified approximate expressions are derived based on rigorous analytical theories for thin shells and circular plate on elastic foundations. To verify the proposed approximate expressions and investigate the influence of the foundation deformability on displacements and design forces, parametric analyses of concrete tanks with different soil stiffness values are presented. The results illustrate the strong influence of the foundation stiffness on the tank design quantities and a very good performance of the simplified expressions.

A Study on the Embedment Effect in the Soil-Structure Interaction Analysis of the APR1400

2002 ◽  
Author(s):  
Young-Sun Jang ◽  
Kwang-Ho Joo ◽  
Chong-Hak Kim
Keyword(s):  
Nuclear Power ◽  
Soil Structure ◽  
Interaction Analysis ◽  
Response Spectra ◽  
Soil Structure Interaction ◽  
Soil Conditions ◽  
Structure Interaction ◽  
Structure Response ◽  
Parametric Analyses ◽  
Volume Method

The SSI (Soil-Structure Interaction) analyses are being performed for the APR1400 (Advanced Power Reactor 1400MWe, Old name - KNGR ; Korean Next Generation Reactor) design, because the APR1400 is developed as a Standard Nuclear Power Plant concept enveloping suitable soil conditions. For the SSI analyses, SASSI program which adopts the Flexible Volume Method is used. In the SSI analyses, there can be uncertainties by Bond and De-bond problem between the structure and lateral soil elements. According to ASCE Standard 4, one method to address this concern is to assume no connectivity between structure and lateral soil over the upper half of the embedment of 20ft (6m), whichever is less. This study is performed as a part of the parametric analyses for the APR1400 seismic analyses to address the concern of the potential embedment effect on the in-structure response spectra due to connectivity between structure and lateral soil. In this study, 4 model cases are analyzed to check the potential embedment effect — Full connection, 20ft no connectivity which is defined as a minimum De-bond depth of the soil in ASCE Standard 4 and 26.5ft no connectivity between structure and lateral soil over the upper half of the embedment. Last one is full no connection for only reference. The in-structure response spectra are compared with the response spectra without considering the embedment effect.

Consideration of Wind Loads in Fitness for Service Assessment of Storage Tanks

2020 ◽  
Author(s):  
Gys van Zyl ◽  
Stewart Long
Keyword(s):  
Wind Pressure ◽  
Wind Loads ◽  
Wind Loading ◽  
Storage Tanks ◽  
Actual Distribution ◽  
Wind Actions ◽  
Level 3 ◽  
Tank Design ◽  
Cylindrical Tanks ◽  
Direct Guidance

Abstract Wind actions are important to consider when performing fitness for service assessment on storage tanks with damage. Tank design codes typically have rules where a design wind velocity is used to determine required dimensions and spacing of wind girders, and a uniform wind pressure is used to evaluate tank anchorage for uplift and overturning due to wind actions. These rules are of little use in a fitness for service assessment of localized damage, as the actual distribution of wind pressure on the wall and roof of a cylindrical tank is far from constant, and a better evaluation of the wind pressure distribution is desired when performing a level 3 fitness for service assessment. API 579/ASME FFS-1 provides no direct guidance relating to the application of wind loading but refers to the American Society of Civil Engineers Standard ASCE/SEI 7. Other international codes relating to wind loads, such as Eurocode EN-1991-1-4 and Australia/New Zealand Standard AS/NZS 1170.2 also contain guidance for the evaluation of wind actions on cylindrical tanks. This paper will present a review of these international codes by comparing their guidance for wind actions on cylindrical tanks, with specific emphasis on how this may affect a level 3 fitness for service assessment of a damaged storage tank.

Seismic design forces for cylindrical tanks on ground

1985 ◽  
Vol 12 (1) ◽  
pp. 12-23
Author(s):  
W. K. Tso ◽  
A. Ghobarah ◽  
S. K. Yee
Keyword(s):  
Radius Ratio ◽  
Hydrodynamic Effect ◽  
Tank Wall ◽  
Base Shear ◽  
Ground Acceleration ◽  
Liquid Storage ◽  
Wall Flexibility ◽  
Flexibility Effect ◽  
Predicted Values ◽  
Cylindrical Tanks

A study is made on the hydrodynamic effect caused by seismic ground motions on the design of cylindrical on-ground liquid-storage tanks. The current techniques for determining the design base shear and overturning moment of the tank are reviewed, first treating the tank wall as rigid and then including the wall flexibility effect. By means of examples, these calculations are compared with those suggested by the National Building Code of Canada (NBCC). In addition, theoretically predicted values are compared with experimental data.It was found that in the case of tanks of high height to radius ratio and small wall thickness to radius ratio, the interaction of the fluid and wall flexibility can cause responses as high as two to three times those calculated based on rigid tank wall assumptions. The range of tank geometries under which the tank can be considered rigid is given. It is shown that the NBCC formula to establish seismic loads for tanks on ground is in general conservative, provided the acceleration ratio in the NBCC formulae takes on the value of maximum peak ground acceleration of the site. Key words: seismic, earthquake, hydrodynamic force, response, cylindrical tanks, design code.

Dynamic Analysis of Liquid Storage Cylindrical Tanks due to Earthquake

2014 ◽  
Vol 969 ◽  
pp. 119-124 ◽  
Author(s):  
Kamila Kotrasova ◽  
Ivan Grajciar
Keyword(s):  
Dynamic Analysis ◽  
Seismic Response ◽  
Seismic Design ◽  
Response Spectrum ◽  
Theoretical Background ◽  
Earthquake Activity ◽  
Liquid Storage ◽  
Cylindrical Tanks

Ground-supported tanks are used to store a variety of liquids. This paper provides theoretical background of seismic design of liquid storage ground-supported circular tanks. During earthquake activity the liquid exerts impulsive and convective (sloshing) actions on the walls and bottom of the circular tank. Seismic response was calculated by using the seismic response spectrum. Knowledge of these inner forces is important for design of reservoirs.

Design of Extended Pile Shafts for the Effects of Liquefaction

2014 ◽  
Vol 30 (4) ◽  
pp. 1775-1799 ◽  
Author(s):  
Arash Khosravifar ◽  
Ross W. Boulanger ◽  
Sashi K. Kunnath
Keyword(s):  
Finite Element ◽  
Static Analysis ◽  
Ground Motion ◽  
Nonlinear Dynamic ◽  
Soil Structure ◽  
Lateral Spreading ◽  
Earthquake Loading ◽  
Finite Element Analyses ◽  
Dynamic Finite Element ◽  
Parametric Analyses

An equivalent static analysis (ESA) procedure is proposed for the design of extended pile shafts subjected to liquefaction-induced lateral spreading during earthquake loading. The responses of extended pile shafts for a range of soil, structure and ground motion conditions were examined parametrically using nonlinear dynamic finite element analyses (NDA). The results of those parametric analyses were used to develop and calibrate the proposed ESA procedure. The ESA procedure addresses both the nonliquefaction and liquefaction cases, and includes criteria that identify conditions which tend to produce excessive demands or collapse conditions. The ESA procedure, its limitations, and issues important for design are discussed.

scholarly journals COMPOSED COEFFICIENT TECHNIQUE FOR MODELLING BARRETTE GROUPS

2019 ◽  
Vol 31 (1) ◽  
Author(s):  
Mahmoud El Gendy ◽  
Hassan Ibrahim ◽  
Ibrahim El Arabi
Keyword(s):  
Finite Element ◽  
Soil Structure ◽  
Linear Equations ◽  
Large Section ◽  
Element Mesh ◽  
Soil Matrix ◽  
Soil Stiffness ◽  
Real Practice ◽  
Surrounding Soil ◽  
Coefficient Technique

Most of soil structure interaction methods for analyzing large-section supports such as barrette foundation modeling and the surrounding soil are using 3D finite element (FE) models. In which, the model leads to a large finite element mesh, and consequently a large system of linear equations to be solved. In this paper, Composed Coefficient Technique (CCT) is adapted for analyzing barrette group. The technique considers the 3D full interactions between barrettes and the surrounding soil. Due to the high rigidity of the barrettes relative to the surrounding soil, a uniform settlement for the barrettes can be considered. This is done to compose the stiffness coefficients of the soil matrix into composed coefficients, which consequently leads to a significant reduction in the soil stiffness matrix. An application for analyzing barrette group by CCT technique is carried out on a real subsoil. The application presents guidelines and diagrams for barrette group that may be used in real practice.

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