scholarly journals Performance of Steel Pipeline with Concrete Coating (Modeled with Concrete Damage Plasticity) Underseismic Wave Passage

2013 ◽  
Vol 459 ◽  
pp. 608-613 ◽  
Author(s):  
Joanna M. Dulinska ◽  
Dorota Jasinska
Keyword(s):  
Seismic Analysis ◽  
Seismic Zone ◽  
Ground Acceleration ◽  
Steel Pipeline ◽  
Ground Deformations ◽  
Inelastic Behaviour ◽  
Concrete Damage ◽  
Concrete Coating ◽  
Wave Passage ◽  
Tensile Damage

The paper presents the analysis of the dynamic response of a steel pipeline with concrete coating to a real earthquakeregistered in central Poland in 2012. The peak ground acceleration of the shock was scaled up to maximal values predicted for this seismic zone. To represent theinelastic behavior of the material of the concrete coating under dynamic loading, the concrete damaged plasticity constitutive model was assumed.The modelallows to describeplastic strains and irreversible tensile and compression damage that occurs during the cracking process.For seismic analysis two models (uniform and non-uniform) of kinematic excitation were applied. In the modelof uniform excitation it was assumed that the motion of all supports was identical. Inthe model of non-uniform excitation, typical for long structures, the wave passage along the pipelinewith different velocities (500, 400 and 300 m/s) was taken into account. It occurred that for the model of uniform excitation the concrete material of the coating remained elastic with no tensile damage. For the model of non-uniform excitation, inelastic behaviour of the coating was observed. The plastic strain areas appeared above all supports. The tensile damage (cracking) wasalso noticed in these areas: the lower wave velocity was assumed, the greater area of concrete coating was affected by plastic strains and tensile damage (cracking). It was the consequence of the quasi-static effects which resulted from ground deformations imposed on the pipeline during the seismic shock.

scholarly journals SEISMIC ANALYSIS OF MULTISTORIED IRREGULAR AND REGULAR BUILDING WITH MASONARY INFILLS

2021 ◽  
Vol 5 (12) ◽  
Author(s):  
Ashutosh Shrivastava ◽  
Rajesh Chaturvedi
Keyword(s):  
Urban Areas ◽  
Seismic Analysis ◽  
Response Spectrum ◽  
Pushover Analysis ◽  
Seismic Zone ◽  
Soft Storey ◽  
High Rise ◽  
Frame Building ◽  
Performance Point ◽  
Open Ground

Nowadays, as in the urban areas the space available for the construction of buildings is limited. So in limited space we have to construct such type of buildings which can be used for multiple purposes such as lobbies, car parking etc. To fulfill this demand, high rise buildings is the only option available. The performance of a high rise building during strong earthquake motion depends on the distribution of stiffness, strength and mass along both the vertical and horizontal directions. If there is discontinuity in stiffness, strength and mass between adjoining storeys of a building then such a building is known as irregular building. The present study focuses on the seismic performance of regular and vertical irregular building with and without masonary infills. In the present study G+11 building is considered for the analysis with modelling and analysis done on ETABS software v17.0.1. The earthquake forces are calculated as per IS 1893 (part 1): 2016 for seismic zone III. The width of strut is calculated by using equivalent diagonal strut method. Total five models are considered for the analysis i.e. regular building with bare frame, regular building with masonary infill, soft storey building with open ground storey, mass irregular building with masonary infill and vertical geometric irregular building with masonary infill. The non-linear static analysis (pushover analysis) and linear dynamic analysis (response spectrum analysis) are performed for all the models and thereby compare their results. From analysis, the parameters like performance point, time period, maximum storey displacement, maximum storey drifts, storey shears and overturning moments are determined and also comparative study is done for all the models. From the comparison, it is observed that the vertical geometric irregular building shows better performance under seismic loading and bare frame building shows inferior performance. Moreover, the performance of masonary infilled frame building is f

Seismic Performance of a Concrete Highway Tunnel Using a Concrete Damage Plasticity Model

2016 ◽  
Vol 711 ◽  
pp. 966-973
Author(s):  
Joanna M. Dulinska ◽  
Izabela J. Murzyn
Keyword(s):  
Time History ◽  
Fe Model ◽  
Plasticity Model ◽  
Inelastic Behavior ◽  
Ground Acceleration ◽  
Highway Tunnel ◽  
Tunnel Section ◽  
Concrete Damage ◽  
Concrete Damage Plasticity ◽  
The Impact

In the paper a non-linear dynamic response of a concrete highway tunnel to a natural earthquake is presented. The acceleration time history of the registered shock was applied as seismic excitation acting in three directions. The peak ground acceleration (PGA) of the shock was 0.5 g. A three-dimensional FE model of the concrete tunnel section (600 m long) and surrounding soil layers was created with the ABAQUS software. To represent the inelastic behavior of the tunnel under the earthquake, a concrete damage plasticity model was assumed as a constitutive model for the concrete. A model of spatially varying ground motion, which takes so called “wave passage effect” was implemented for the dynamic analysis. Two velocities of seismic wave propagation were assumed: 500 and 1000 m/s. These velocities are typical for soft and stiff bedrock, respectively. It turned out that in case of stiffer bedrock, in which seismic waves propagate faster, the damage pattern shows less cracking than in case of soft bedrock. The distribution of plastic and damage computed indices also allowed to assess the impact of the shock on the structure. It turned out that the analyzed shock with PGA of 0.5 g was strong enough to cause severe destruction (cracking) in the tunnel lining. Finally, the transverse pattern of cracks, that was obtained from the calculations, was in good agreement with damages observed during severe earthquakes.

scholarly journals Peak ground acceleration at surface for Mataram city with a return period of 2500 years using probabilistic method

2018 ◽  
Vol 195 ◽  
pp. 03019
Author(s):  
Rian Mahendra Taruna ◽  
Vrieslend Haris Banyunegoro ◽  
Gatut Daniarsyad
Keyword(s):  
Seismic Hazard ◽  
Return Period ◽  
Peak Ground Acceleration ◽  
Subduction Zones ◽  
Amplification Factor ◽  
Hazard Analysis ◽  
Probabilistic Method ◽  
Seismic Zone ◽  
Ground Acceleration ◽  
Back Arc

The Lombok region especially Mataram city, is situated in a very active seismic zone because of the existence of subduction zones and the Flores back arc thrust. Hence, the peak ground acceleration (PGA) at the surface is necessary for seismic design regulation referring to SNI 1726:2012. In this research we conduct a probabilistic seismic hazard analysis to estimate the PGA at the bedrock with a 2% probability of exceedance in 50 years corresponding to the return period of 2500 years. These results are then multiplied by the amplification factor referred from shear wave velocity at 30 m depth (Vs30) and the microtremor method. The result of the analysis may describe the seismic hazard in Mataram city which is important for building codes.

A study on the improvement of seismic coefficients for pseudo static analysis of gravity type quay wall via dynamic centrifuge tests

2020 ◽  
Author(s):  
Moon-Gyo Lee ◽  
Hyung-Ik Cho ◽  
Chang-Guk Sun ◽  
Han-Saem Kim
Keyword(s):  
Dynamic Behavior ◽  
Seismic Analysis ◽  
Inertial Force ◽  
Gravitational Acceleration ◽  
Ground Acceleration ◽  
Natural Period ◽  
The Real ◽  
Analysis And Design ◽  
Centrifuge Tests ◽  
Quay Wall

<p>The pseudo-static approach has been conventionally applied for the design of gravity type quay walls. In this method, the seismic coefficient (<em>k<sub>h</sub></em>), expressed in terms of acceleration due to gravity, is used to convert the real dynamic behavior to an equivalent pseudo-static inertial force for seismic analysis and design. The existing <em>k<sub>h</sub></em> is simply defined as the expected peak ground acceleration (<em>PGA</em>) of the ground divided by the gravitational acceleration (<em>g</em>), which does not sufficiently reflect the real dynamic behavior. In order to improve the <em>k<sub>h</sub></em> definition, a number of studies have been performed for reducing the differences between pseudo-static and true dynamic behavior. In this regard, questions regarding the need for considering the effect of frequency characteristics of input earthquake, natural period of the backfill soil and the subsoil underneath the wall, and wall height on the deformation of quay wall crown (<em>D<sub>h</sub></em>) have been explored. In this study, dynamic centrifuge tests were conducted using the gravity type quay wall models designed with a <em>k<sub>h</sub></em> value of 0.13 to assess the behavior of the model wall during earthquakes. Three different variables: input earthquake motions, wall heights and the thickness of subsoil underneath the wall were considered, and the test results were compared and analyzed to assess the validity of the conventional <em>k<sub>h</sub></em> concept under these conditions. In addition, some improvements that should be considered for the future revision of the <em>k<sub>h</sub></em> definition are discussed.</p>

Further Advances on Concrete Coating Impact on Pipeline Strength

2017 ◽  
Author(s):  
Alberto Battistini ◽  
Luca Catena ◽  
Adelina Mancini ◽  
Lorenzo Marchionni ◽  
Antonio Parrella ◽  
...  
Keyword(s):  
Mechanical Behavior ◽  
Damage Evolution ◽  
Bending Stiffness ◽  
The State ◽  
Fe Model ◽  
Deformation Capacity ◽  
Strain Concentration ◽  
Concrete Damage ◽  
Strength And Deformation ◽  
Concrete Coating

Concrete Weight Coating is used in offshore industry to provide for pipeline vertical and lateral stability against waves and currents and to guarantee protection against fishing activities. Reinforced concrete coating of adequate strength, especially in case of thick coatings for stringent in-place stability requirements, entails additional bending stiffness and consequently strain concentration at field joints, thus significantly affecting the state of stress and strain on the pipe steel during laying firstly, and then during operations. Attention of the offshore pipeline industry has been focused in the development of experimental and theoretical activities in a more scientific way, which aimed to satisfy the need of a better knowledge in this field. Both analytical and FEM solutions are available in the free literature and relevant standards to predict the contribution of concrete coating layer on global pipeline strength and deformation capacity and simplified threshold values for the concrete damage are provided, as well. Generally, for installation analysis purpose, a pipeline with equivalent mechanical behavior (bending moment-curvature relationship) and physical (weight) properties is used in installation and operation analyses. No assumptions are typically made on concrete damage evolution to evaluate the decay of pipe capacity beyond the elastic range. In this paper new advances in modelling the mechanical behavior of concrete coated joints are discussed. In particular an advanced ABAQUS finite element model is proposed to take into account the effect of concrete coating damage on the overall capacity. The following effects have been accounted: • Non-linear stress-strain relationship of the steel at large usage factors/curvatures on the strain concentration at the field joint. • Concrete coating damage evolution on global pipeline bending stiffness. In this paper: • The state-of-the-art about published materials, numerical studies and design approaches on concrete material modelling and concrete coated pipes is briefly presented; • A FEM based analysis methodology is drawn and proposed for the strength and deformation capacity assessment of a concrete coated pipe; • The FEM model is calibrated on available full scale tests; • The results of a project case study performed with ABAQUS FE Model are given.

scholarly journals Seismic Analysis of Irregular Building on Hilly Area

2021 ◽  
Vol 1 (1) ◽  
pp. 1-7
Author(s):  
Anjeet Singh Chauhan ◽  
◽  
Rajiv Banerjee
Keyword(s):  
Dynamic Response ◽  
Flat Surface ◽  
Seismic Analysis ◽  
Response Spectrum ◽  
Seismic Loading ◽  
Population Increase ◽  
Seismic Zone ◽  
Severe Damage ◽  
Rc Buildings ◽  
Sloping Ground

The RC buildings' construction has increased in the preferred location of north & eastern hilly areas during the last few decades due to population increase, urbanization, and tourists. The buildings located in the hilly areas are more susceptible to seismic loading as compared to the location of the flat surface building. The shape of the building on the sloping ground differs from the flat surface situated buildings. So, the construction of the building on hilly areas are irregular both vertically & horizontally, thus this type of building is susceptible to severe damage when applied to the seismic condition. The column of the base storey having unequal height due to sloping ground. In this study, the behaviour of a 10 storey stepback building with mass and diaphragm irregularity on the sloping ground is analysed in seismic zone V by Response Spectrum. The analysis of the building is carried out by Etabs software as per IS 1893:2016 to compare the building based on their dynamic response and also identify the vulnerability frame in the sloping ground.

scholarly journals GEOSTATISTICAL SEISMIC ANALYSIS AND HAZARD ASSESSMENT; UNITED ARAB EMIRATES

2018 ◽  
Vol XLII-3/W4 ◽  
pp. 29-36 ◽  
Author(s):  
D. Al-Dogom ◽  
K. Schuckma ◽  
R. Al-Ruzouq
Keyword(s):  
Seismic Hazard ◽  
United Arab Emirates ◽  
Geographical Information Systems ◽  
Seismic Analysis ◽  
Mitigation Strategies ◽  
Geographical Information ◽  
Arabian Plate ◽  
Spatial Pattern Analysis ◽  
Ground Acceleration ◽  
Very High

<p><strong>Abstract.</strong> Assessing and analyzing the spatial distribution of earthquake events aids in identifying the presence of clustering and reveals hot and cold spots across the study area. Combining the spatial analysis of earthquake events with other geographical and geophysical parameters leads to more understanding of the vulnerability of critical infrastructure and the demographics of the affected population. This study will use Geographical Information Systems (GIS) to examine the spatiotemporal occurrence of earthquake events throughout the Arabian plate and their effect on the United Arab Emirates (UAE). Spatial pattern analysis techniques, including Moran I and Getis–Ord Gi*, were applied to 115 years of earthquakes (1900&amp;ndash;2015) that have occurred throughout the Arabian plate. The directional distribution (standard deviational ellipse) of earthquake magnitudes was analyzed to determine the spatial characteristics and the directional tendency of the earthquakes throughout the Arabian plate. Afterword, geophysical parameters of UAE, specifically Peak Ground Acceleration (PGA), fault line distance, slope, soil type, and geology were ranked, weighted based on its contribution and combined using an Analytic Hierarchy Process (AHP) to identify and locate seismic hazard zones. The resulted Seismic Hazard Zonation Map (SHZM) was classified to five hazard zones ranging from very high to very low. It has been found that Fujairah city sited in the “very High” zone, Sharjah and Dubai cities located from “High” to moderate zones while Abu Dhabi city stands relatively far from seismic hot spots and major faults and placed in the low seismic hazard zone. The results of this study could help improve urban planning and emergency mitigation strategies in UAE.</p>

scholarly journals Empowering the Indiana Bridge Inventory Database Toward Rapid Seismic Vulnerability Assessment

2021 ◽  
Author(s):  
Leslie Bonthron ◽  
Corey Beck ◽  
Alana Lund ◽  
Farida Mahmud ◽  
Xin Zhang ◽  
...  
Keyword(s):  
Seismic Performance ◽  
Asset Management ◽  
Vulnerability Assessment ◽  
Seismic Vulnerability ◽  
Seismic Analysis ◽  
Dynamic Assessment ◽  
The State ◽  
Assessment Procedure ◽  
Seismic Zone ◽  
Seismic Vulnerability Assessment

With the recent identification of the Wabash Valley Seismic Zone in addition to the New Madrid Seismic Zone, Indiana’s Department of Transportation (INDOT) has become concerned with ensuring the adequate seismic performance of their bridge network. While INDOT made an effort to reduce the seismic vulnerability of newly-constructed bridges, many less recent bridges still have the potential for vulnerability. Analyzing these bridges’ seismic vulnerability is a vital task. However, developing a detailed dynamic model for every bridge in the state using information from structural drawings is rather tedious and time-consuming. In this study, we develop a simplified dynamic assessment procedure using readily-available information from INDOT’s Bridge Asset Management Program (BIAS), to rapidly identify vulnerable bridges throughout the state. Eight additional data items are recommended to be added into BIAS to support the procedure. The procedure is applied in the Excel file to create a tool, which is able to automatically implement the simplified bridge seismic analysis procedure. The simplified dynamic assessment procedure and the Excel tool enable INDOT to perform seismic vulnerability assessment and identify bridges more frequently. INDOT can prioritize these bridges for seismic retrofits and efficiently ensure the adequate seismic performance of their assets.

scholarly journals Performance of P-Delta Analysis of Flat Slab and R C Framed Buildings

2020 ◽  
Vol 9 (1) ◽  
pp. 1838-1847
Keyword(s):  
Seismic Analysis ◽  
Soft Soil ◽  
Lateral Force ◽  
Order Effect ◽  
Second Order ◽  
Seismic Zone ◽  
Flat Plates ◽  
Flat Slab ◽  
High Rise ◽  
Frame Building

Two-way slab directly rests on column known as flat plates, in flat slab building formwork is simple as compare to normal slab (that means slab rest on beam column frame building) and reinforcement layout are also simple and storey height decreases. In flat slab building check second order effect (second order effect known as p-delta effect). P-delta analysis means laterally displacing structures (for high rise building) with gravity loads will deflect. In P-delta analysis when lateral force act on member then it will deflect at delta distance and create secondary moments. For stability design of a building P-delta analysis is required. In the present work seismic analysis (consider zone V & soft soil) of a multi storey flat slab building with and without P-delta effects is analysed by using ETAB software. The seismic zone factor of 0.36 is considered. From the analysis check displacement and drift of flat slab building at different storey (G+9, G+19, and G+ 29) of flat slab building.

Sign in / Sign up

Export Citation Format

Share Document