Relevant bibliographies by topics / Pinned-ends

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  1. Journal articles
  2. Dissertations / Theses
  3. Book chapters
  4. Conference papers

Academic literature on the topic 'Pinned-ends'

Author: Grafiati
Published: 4 June 2021
Last updated: 1 February 2022

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Journal articles on the topic "Pinned-ends"

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Li, Xiao Fei, Ying Hua Zhao, Chun Yang Zhu, and Chen Chen. "Exact Solutions of Stiffness Matrix for Curved Beams with Pinned-Pinned Ends." Advanced Materials Research 368-373 (October 2011): 3117–20. http://dx.doi.org/10.4028/www.scientific.net/amr.368-373.3117.

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Based on the theory of virtual work and principle of thermal elasticity, exact solutions for in-plane displacements of curved beams with pinned-pinned ends are derived explicitly. In the case of infinite limit of radius, these equations coincide with that of the straight beams. Compared with the results of FEM, the analytical solutions by the proposed formulae are accurate. The stiffness matrix of statically indeterminate curved beams at three freedom direction is derived explicitly. The exact solutions of stiffness matrix obtained in this paper would provide a scientific base for further study and design of the curved bridges
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Li, Xiao Fei, Wei Ming Yan, and Hao Xiang He. "Exact Solutions of Dynamic Characteristics for Curved Beams with Pinned-Pinned Ends." Applied Mechanics and Materials 405-408 (September 2013): 702–5. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.702.

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Based on the theory of virtual work and principle of thermal elasticity, exact solutions for in-plane displacements of curved beams with pinned-pinned ends are derived explicitly. In the case of infinite limit of radius, these equations coincide with that of the straight beams. Compared with the results of FEM, the analytical solutions by the proposed formulae are accurate. Basing on the stiffness matrix of statically indeterminate curved beams at three freedom direction, the dynamic characteristics are derived explicitly. The analytic method of dynamic characteristics for curved beam performed in this paper would provide a scientific base for further study and design of the curved bridges.
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Zhang, Hua, and Xiang Fang Li. "On Buckling Loads of Timoshenko Columns with Elastically Supported Ends." Advanced Materials Research 446-449 (January 2012): 578–81. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.578.

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The stability of Timoshenko columns with elastically supported ends under axially compressive force is analyzed. Characteristic equations are obtained according to an intermediate state between Haringx’s and Engesser’s models. For clamped-free, clamped-clamped, and pinned-pinned columns, buckling loads are given in closed form. The influences of elastic restraint stiffness on the critical loads are elucidated. Haringx’s and Engesser’s models are two extreme cases of the present. Critical buckling loads using Haringx’s model are upper bound, and those using Engesser’s model are lower bound.
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Kim, Heung Youl, Kyung Hoon Park, and Ki Hyuk Kwon. "Experimental Study on the Influence of Boundary Condition on the Behavioral Characteristics of CFT Square Columns under Constant Axial Load upon a Fire." Applied Mechanics and Materials 82 (July 2011): 521–26. http://dx.doi.org/10.4028/www.scientific.net/amm.82.521.

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The temperature of the steel tube of a CFT column rises rapidly upon a fire causing the deterioration of its strength, while the concrete inside of the tube having large heat capacity provides fire-resistance performance. In order to employ CFT columns as fire-resistant structure, it is necessary to conduct studies on the factors exerting influence on structural capacities and the influence associated with each condition. Concrete’s compressive strength, cross-section size, axial load ratio and boundary condition are the major factors which are influential in fire-resistance performance. In particular, boundary condition between columns and beams is one of the major factors which decide fire-resistance performance because it exerts influence on load carrying capacity. The result of the test conducted in this study showed that fire-resistance time of 106 minutes was secured in the specimens with clamped ends and that of 89 minutes in those with pinned ends when cross-section size was 360mm by 360mm. In the specimens with cross-section size of 280 mm × 280mm, fire-resistance time of 113 minutes was secured under the condition of clamped ends and that of 78 minutes was secured under the condition of pinned ends.
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Kim, Hyung Jun, Heung Youl Kim, and In Hwan Yeo. "An Experimental Study on the Fire Behavior of CFT Columns under the Constant Axial Loading Condition in Fire." Advanced Materials Research 446-449 (January 2012): 1298–306. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.1298.

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The temperature of the steel tube of a CFT column rises rapidly upon a fire causing the deterioration of its strength, while the concrete inside of the tube having large heat capacity provides fire-resistance performance. In order to employ CFT columns as fire-resistant structure, it is necessary to conduct studies on the factors exerting influence on structural capacities and the influence associated with each condition. Concrete’s compressive strength, cross-sectional size, axial load ratio and boundary condition are the major factors which are influential in fire-resistance performance. In particular, boundary condition between columns and beams is one of the major factors which decide fire-resistance performance because it exerts influence on load carrying capacity. The result of the test conducted in this study showed that fire-resistance time of 106 minutes was secured in the specimens with clamped ends and that of 89 minutes in those with pinned ends when cross-sectional size was 360 by 360. In the specimens with cross-sectional size of 280 x 280, fire-resistance time of 113 minutes was secured under the condition of clamped ends and that of 78 minutes was secured under the condition of pinned ends.
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Foda, Mosad A. "On Non-linear Free Vibrations of a Beam with Pinned Ends." Journal of King Saud University - Engineering Sciences 7, no. 1 (1995): 93–106. http://dx.doi.org/10.1016/s1018-3639(18)30619-6.

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Peng, Li, and Ying Wang. "Transverse Free Vibration of Timoshenko Beams Resting on Viscoelastic Foundations." Advanced Materials Research 919-921 (April 2014): 275–79. http://dx.doi.org/10.4028/www.scientific.net/amr.919-921.275.

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The complex modal analysis is developed to study the transverse vibration of Timoshenko beams resting on viscoelastic Pasternak foundation. Complex frequency equations and modal function expressions are obtained for pinned-pinned ends. In numerical examples, the characteristics of natural frequencies and decrement coefficients of Timoshenko beams are compared with Euler-Bernoulli beams. The numerical results show that with increase in the length, the natural frequencies of Timoshenko beams are slightly less than Euler-Bernoulli beams, and the decrement coefficients of Timoshenko beams are not constant as that of Euler-Bernoulli beams.
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Sun, Jian Peng, and Qing Ning Li. "The Precise Transfer Matrix Method for Dynamic Characteristic Analysis of Curved Box Beams." Advanced Materials Research 255-260 (May 2011): 1721–24. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.1721.

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The dynamic characteristic as one key feature determines the earthquake response and seismic performance of structures.Curved box beams occur coupling of flexural and torsional modes,which companied with warping.Based on the precise transfer matrix method,precise transfer matrixs for solving the natural frequencies and modes of curved box beam out plane have been derivated.The analysis of vibration characteristics of single-span curved box beam with pinned-pinned ends has been done. Example shows that the precise transfer matrix method is a simple and effective method for dynamic characteristic analysis of curved box beams.
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Goy, T. P., M. Negrych, and I. Ya Savka. "On nonlocal boundary value problem for the equation of motion of a homogeneous elastic beam with pinned-pinned ends." Carpathian Mathematical Publications 10, no. 1 (2018): 105–13. http://dx.doi.org/10.15330/cmp.10.1.105-113.

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In the current paper, in the domain $D=\{(t,x): t\in(0,T), x\in(0,L)\}$ we investigate the boundary value problem for the equation of motion of a homogeneous elastic beam $$ u_{tt}(t,x)+a^{2}u_{xxxx}(t,x)+b u_{xx}(t,x)+c u(t,x)=0, $$ where $a,b,c \in \mathbb{R}$, $b^2<4a^2c$, with nonlocal two-point conditions $$u(0,x)-u(T, x)=\varphi(x), \quad u_{t}(0, x)-u_{t}(T, x)=\psi(x)$$ and local boundary conditions $$u(t, 0)=u(t, L)=u_{xx}(t, 0)=u_{xx}(t, L)=0.$$ Solvability of this problem is connected with the problem of small denominators, whose estimation from below is based on the application of the metric approach. For almost all (with respect to Lebesgue measure) parameters of the problem, we establish conditions for the solvability of the problem in the Sobolev space. In particular, if $\varphi\in\mathbf{H}_{q+\rho+2}$ and $\psi \in\mathbf{H}_{q+\rho}$, where $\rho>2$, then for almost all (with respect to Lebesgue measure in $\mathbb{R}$) numbers $a$ exists a unique solution $u\in\mathbf{C}^{\,2}([0,T];\mathbf{H}_{q})$ of the problem considered.
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Li, Shirong, You-He Zhou, and Xiaojing Zheng. "THERMAL POST-BUCKLING OF A HEATED ELASTIC ROD WITH PINNED-FIXED ENDS." Journal of Thermal Stresses 25, no. 1 (2002): 45–56. http://dx.doi.org/10.1080/014957302753305862.

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Dissertations / Theses on the topic "Pinned-ends"

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Yidris, Noorfaizal. "The post-buckled coupled mode interaction behaviour of thin-walled members in compression using finite element simulation." Thesis, Loughborough University, 2012. https://dspace.lboro.ac.uk/2134/9949.

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The work of this thesis sets out to give a clearer in-depth understanding of the failure mechanics of thin-walled compression members which are associated with complex interactions between the different buckling modes during the loading process. This thesis employs the finite element method in order to examine the effect of the modelling techniques imposed at the section junctions of short struts and to investigate the influence of the local and global end conditions with regard to support and loading on the compressive response of various sections, i.e. I-sections, plain channel sections, box-sections, and lipped channel sections. The thesis also details appropriate finite element modelling strategies and solution procedures taking due account of the influence of material nonlinearity and geometrical imperfections for the determination of the coupled mode interactive response of thin-walled compression members. A detailed account of the complete loading history of the compression members from the beginning of loading through to final collapse is given in the thesis. This involves elastic local buckling, nonlinear elastic and elasto-plastic post-buckling interaction behaviour and yield propagation leading to the development of an appropriate failure mechanism which causes final collapse and unloading. A new finite element modelling strategy has been developed in the thesis with particular reference to being able to deal with the classical assumption of the stress-free in-plane boundary conditions existing at the section junctions of short length strut members during post-local buckling. Also, for fixed-ended columns, with particular reference to singly-symmetric plain channel sections, it has been shown that column deflections are initiated from the onset of local buckling for the case of the constituent plate elements of the section being locally rotationally constrained at their ends. Such columns should not therefore be considered as an overall bifurcation problem of the locally buckled member. In the case of the pinned and fixed-ended boundary conditions of the columns, the finite element simulations are shown to be able to accurately describe the rather different complex failure mechanics with a high degree of imperfection sensitivity being shown to be in evidence for the pin-ended case. Considerably good agreement has been shown to occur with the independent simulations of other researchers using the finite strip method of analysis, with the analytical solution procedures of others and with the findings from independent test work and this has provided confidence in the viability and usefulness of the modelling strategies and solution procedures developed in this thesis.
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Book chapters on the topic "Pinned-ends"

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"Table Numerical examples. L = 6 m, pinned ends, K." In Tubular Structures V. CRC Press, 2004. http://dx.doi.org/10.1201/9781482271355-272.

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Pinarbasi, Seval, Erkan Akpinar, Fuad Okay, Hilal Meydanli, and Sevket Ozde. "Analytical, Numerical and Experimental Studies on Stability of Three-Segment Compression Members with Pinned Ends." In Advances in Computational Stability Analysis. InTech, 2012. http://dx.doi.org/10.5772/45807.

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Conference papers on the topic "Pinned-ends"

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Jorquera-Lucerga, Juan José, and Juan Manuel GARCÍA-GUERRERO. "Stiffened Hangers: an Often Overlooked Tool for Conceptual Design of Tied-Arch Footbridges." In Footbridge 2022 (Madrid): Creating Experience. Asociación Española de Ingeniería Estructural, 2021. http://dx.doi.org/10.24904/footbridge2022.049.

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<p>In tied-arch bridges, the way the arch and the deck are connected may become crucial. The deck is usually suspended from hangers made out of steel pinned cables capable of resisting axial forces only. However, a proper structural response, (both in-plane and out-of-plane) may be ensured by fixing and stiffening the hangers in order to resist, additionally, shear forces and bending moments. This paper studies the effect of different pinned and stiffened hanger arrangements on the structural behavior of the tied-arch footbridges, with the intention of providing designers with useful tools at the early steps of design. As a major conclusion, regarding the in-plane behavior, hangers composed of cables (either with vertical, Nielsen-Löhse or network arrangements) are recommended due to its low cost and ease of erection. Alternatively, longitudinally stiffened hangers, fixed at both ends, can be used. Regarding the out-of-plane behavior, and in addition to three-dimensional arrangements of cables, of limited effectiveness, transversally stiffened hangers fixed at both ends are the most efficient arrangement. A configuration almost as efficient can be achieved by locating a hinge at the end corresponding to the most flexible structural element (normally the arch). Its efficiency is further improved if the cross-section tapers from the fixed end to the pinned end.</p>
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Siddiqui, Mohammed Abdullah Maaz, and Hong Zhou. "Synthesizing Precompressed Beams As Bistable Compliant Mechanisms." In ASME 2017 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2017. http://dx.doi.org/10.1115/imece2017-70336.

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Bistable mechanisms provide two stable positions. Input power is not needed to maintain any of the two stable positions. To switch from one stable position to another, input power is required. Bistable mechanisms have many applications including valves, closures, switches and various other devices. Unlike conventional rigid-body bistable mechanisms that rely on relative motions of kinematic joints, bistable compliant mechanisms take advantage of elastic deformations of flexible members to achieve two stable positions. There are two symmetric buckled shapes in a precompressed beam that has one fixed end and one pinned end. The two buckled shapes match the two stable equilibrium positions of bistable compliant mechanisms. The precompressed beam can be rotationally actuated at the pinned end to snap from one buckled shape to another. Synthesizing precompressed beams as bistable mechanisms is challenging because of buckling instability and integrated force and deflection characteristics. In this paper, the buckled shape is derived for a precompressed beam with fixed and pinned ends. The input torque at the pinned end is analyzed for a precompressed beam to snap between its two symmetric buckled shapes. Precompressed beams are synthesized as bistable compliant mechanisms through axial compression and beam thickness in this paper.
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Mancini, Federica, Heikki Remes, and Jani Romanoff. "A Stress Magnification Factor for Plates With Welding-Induced Curvatures." In ASME 2020 39th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2020. http://dx.doi.org/10.1115/omae2020-18094.

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Abstract The fatigue strength of thin-walled structures can be reduced significantly by non-linear secondary bending effects resulting from geometrical imperfections such as axial and angular misalignments. The welding-induced distortions can cause a critical increase of the structural hot-spot stress in the vicinity of the weld. Traditionally, the classification society rules for the fatigue strength assessment of welded ship structures suggest an analytical formula for a stress magnification factor km for axial and angular misalignment under axial loading condition. Recently, the well-known analytical solution for the angular misalignment has been extended to account for the curvature effect. The present paper analyses the effect of non-ideal, intermediate boundary conditions between fixed and pinned ends. In this regard, the fixity factors ρ (with 0 ≤ ρ ≤ 1 from ideally pinned to clamped conditions) are introduced in order to model the actual constraint on the rotation close to the ends. Under tension, a non-negligible decrease of the km factor is observed in relation to the reduction of the fixity factor at the welded end, while the fixity factor related to the loaded end has a minor effect on the km factor. Under compression, the reduction of the beam end fixity factors results into lower buckling resistance.
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Gamino, Marcus, Samuel Abankwa, and Raresh Pascali. "FSI Methodology for Analyzing VIV on Subsea Piping Components With Practical Boundary Conditions." In ASME 2013 32nd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/omae2013-10419.

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A general assumption in performing vortex-induced vibration (VIV) analysis of pipeline free spans is both ends of the free span are fixed and/or pinned in order to simplify computational simulations; however, DNV Recommended Practice F105 states that these boundary conditions must adequately represent the pipe-soil interaction and the continuality of the pipeline. A computational methodology is developed to determine the effects of pip-soil interaction at the ends of a free span. Three-dimensional fluid-structure interaction (FSI) simulations are performed by coupling the computational fluid dynamics (CFD) codes from STAR-CCM+ with the finite element analysis (FEA) codes from ABAQUS. These FSI simulations in combination with separate coupled Eulerian-Lagrangian (CEL) simulations are modeled to mimic real word conditions by setting up boundary conditions to factor in the effects of pipe-soil interaction at the ends of the span. These simulations show a mitigation of overall stresses to the free spans; as a result, the integration of pipe-soil interaction in free span assessment may prove cost effective in the prevention of unnecessary corrective action.
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Joshi, V., P. S. Gurugubelli, A. Yenduri, R. K. Jaiman, and P. F. B. Adaikalaraj. "Investigation on Standing and Traveling Wave Response Patterns in Long Flexible Risers." In ASME 2017 36th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2017. http://dx.doi.org/10.1115/omae2017-61590.

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Due to the complexity involved in the vortex-induced vibration (VIV) of long offshore risers, the fundamental understanding of the coupled kinematics and dynamics of the standing and traveling waves is not well established. In the present contribution, a systematic numerical study on slender flexible riser immersed in a turbulent flow is performed on a flexible riser pinned at both the ends to investigate the standing and traveling wave responses. This wake-body resonance problem requires a stable coupling of the Navier-Stokes equation with the low mass flexible riser structure subjected to strong inertial effects from the surrounding fluid flow. A partitioned iterative scheme that relies on the nonlinear interface force corrections is employed for the modeling of coupled fluid-riser problem. The study here includes a flexible cylindrical riser considered as a long tensioned beam via linear modal analysis. Full three-dimensional simulations are performed on the flexible riser exposed to two different inflow conditions: uniform and linearly sheared. At first, the response characteristics of the riser model are validated with experimental measurements under pinned-pinned condition for uniform current. A detailed analysis is performed on the response characteristics and vorticity dynamics at various locations along the span of the flexible riser. Our simulations show that for uniform inflow condition, the flexible riser exhibits a standing wave-like phenomenon. On the other hand, for linearly sheared inflow, a traveling wave response is observed for both cross-flow and inline oscillations. These traveling waves travel from the top point to the bottom point.
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Tan, Kang Hai, and Kang Chen. "An experimental study of composite effect on the behaviour of beam-column joints subjected to impact load." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.6952.

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This paper presents an experimental study on structural behaviour of composite beam-column joints under a middle column removal scenario. Specimens were subjected to impact loads from an MTS drop-weight testing machine. Two joints with welded unreinforced beam flange and bolted web connections were designed per AISC 360-10. One of the beam-column joints had a thicker composite slab. The joints were restrained by pinned supports at two beam ends, which were connected to rigid A-frames to represent boundary conditions from adjacent structures. Test results indicated that the composite slab significantly affected the impact force due to an increase of inertia. However, other structural responses (especially displacement of the middle column) decreased due to increase of stiffness contributed by the thicker composite slab. The finding was that increasing thickness of composite slab can increase the resistance of composite joint significantly due to increased composite effect. More experimental studies were conducted to investigate other types of joints.
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Huang, Kevin, Hamn-Ching Chen, and Chia-Rong Chen. "Vertical Riser VIV Simulation in Uniform Current." In ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-79349.

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Recently some riser vortex-induced vibrations (VIV) experimental data have been made publicly available (oe.mit.edu/VIV/), including a 10m riser VIV experiment performed by MARINTEK and donated by ExxonMobil URC. This paper presents our numerical simulation results for this 10m riser and the comparisons with the experimental results in uniform current. The riser was made of a 10m brass pipe with an OD of 0.02m (L/D = 482), and mass ratio of 1.75. The riser was positioned vertically with top tension of 817N, and pinned at its two ends to the test rig. Rotating the rig in the wave tank would simulate the uniform current. In the present numerical simulation the riser’s ends were pinned to the ground, and a uniform far field incoming current was imposed. The riser and its surrounding fluid were discretized using 1.5 million elements. The flow field is solved using an unsteady Reynolds-Averaged Navier-Stokes (RANS) numerical method in conjunction with a chimera domain decomposition approach with overset grids. The riser is also discretized into 250 segments. Its motion is predicted through a tensioned beam motion equation with external force obtained by integrating viscous and pressure loads on the riser surface. Then the critical parameters including riser VIV a/D, vorticity contours, and motion trajectories were processed. The same parameters for the experimental data were also processed since these data sets are in “raw time-histories” format. Finally, comparisons are made and conclusions are drawn. The present numerical method predicts similar dominant modes and amplitudes as the experiment. It is also shown that the cross flow VIV in the riser top section is not symmetric to that of the bottom section. One end has considerably higher cross flow vibrations than the other end, which is due to the non-dominant modal vibrations in both in-line and cross flow directions. The computational fluid dynamics (CFD) simulation results also agree with the experimental results very well on the riser vibrating pattern and higher harmonics response. The higher harmonics were studied and it is found they are related to the lift coefficients, hence the vortex shedding patterns. It is concluded that the present CFD approach is able to provide reasonable results and is suitable for 3D riser VIV analysis in deepwater and complex current conditions.
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Norrbin, Clay S., Dara W. Childs, and Stephen Phillips. "Including Housing-Casing Fluid in a Lateral Rotordynamics Analysis on Electric Submersible Pumps." In ASME Turbo Expo 2016: Turbomachinery Technical Conference and Exposition. American Society of Mechanical Engineers, 2016. http://dx.doi.org/10.1115/gt2016-58087.

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Stability and synchronous-response predictions, which were presented in the paper “A Lateral Rotordynamics Primer on Electric Submersible Pumps (ESPs) for Deep Subsea Applications” [1], are reevaluated to include the effect of the fluid between the pump housing and well casing. Conclusions are made based on these new findings. The same two-line rotor-housing model is used to model the pump’s rotor and its housing. The model dimensions are based on direct measurements of an ESP. The pump rotor and pump housing are only connected together at each stage by reaction forces and moments from seals and bushings. The rotor model is pinned to the housing at the rotor’s ends. The housing model is pinned to ground at its ends. Synchronous response predictions are presented for: (1) relative rotor-housing motion, and (2) housing velocity-response amplitudes. When handling viscosity of water, the rotor-housing model is predicted to be stable at new (centered) 1X clearances but rapidly becomes unstable with enlarged clearances (2X, 3X), primarily due to rapidly dropping rotor-housing natural frequencies. The impact of introducing effective swirl brakes for the stages’ wear ring seals was investigated for a pump running at 3600 rpm. Their predicted impact on stability and synchronous response were: (1) Onset speeds of instabilities (OSIs) were elevated well above running speed, and (2) Synchronous response amplitudes were reduced modestly. Housing-response amplitudes varied considerably with the choice of housing-termination locations. For a pump rotor length of Lr, varying the lengths of a centered housing over 1.5Lr, 2Lr, and 3Lr changes the housing’s natural frequency. This natural frequency can coincide with the running speed with proper termination conditions. If the running speed coincided large housing vibration amplitudes associated with resonance would exceed most vibration regulations; however, relative rotor-stator-response amplitudes were a small fraction of clearances for all cases. When handling emulsions at markedly higher viscosities, with a pump speed of 3600 rpm and new centered clearances, the predicted OSI was below 300 rpm. The OSI rapidly increased as the seals were displaced eccentrically, quickly elevating the 1st rotor-stator natural frequency above 1800 rpm and the OSI above 3600 rpm. With the model stabilized at 0.2 eccentricity, the synchronous relative rotor-housing amplitudes were a small fraction of seal clearances. Swirl brakes were not predicted to be effective in elevating pump OSIs for high viscosity fluids with new clearances; however, they became effective as clearances were increased. An ESP housing can contact the well casing in many possible scenarios (axial locations, contact-area length or girth, etc.). A mid-span, point radial contact was examined and modeled as a stiff-spring connection from the housing to ground. For both water and oil-water emulsions, a stiff housing-to-casing contact produced major elliptical housing motion (versus circular motion without contact). However, it had a comparably minor impact on relative rotor-housing response amplitudes or rotordynamic stability.
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Furmanski, Jevan, Peter Sarosi, Cary Marzinsky, Don Carpenter, and Neeraj Thirumalai. "Plastic Constraint-Matched Pin-Loaded SENT Specimen for Fracture Analysis of Radially Growing Longitudinal Cracks in Thin-Walled Piping." In 2020 13th International Pipeline Conference. American Society of Mechanical Engineers, 2020. http://dx.doi.org/10.1115/ipc2020-9789.

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Abstract In recent years increased attention has been given to the transferability of standardized fracture test data to thin-walled pressurized equipment. For smaller diameter piping, for example, standard test specimens loaded in “hoop” tension are not possible due to pipe curvature and thinner wall thickness (often less than 1/3 inch). Further, it is not clear that standardized fracture specimens produce transferrable results to the seam weld fracture problem due to low plastic constraint, which is exacerbated in thin wall pipe. Single-edge notched tension (SENT) specimens were fabricated by extracting a segment pipe wall and finishing to a parallel piped incorporating nearly all the wall thickness. These segments were electron beam welded to low carbon steel grip ends to produce only localized heat affected zone without affecting the test section. The result is a nearly ideal pin-loaded SENT specimen for radial fracture testing. This geometry was evaluated with 2D and 3D nonlinear finite element analysis in Abaqus, and plastic constraint matching was evaluated compared to a thin-walled pipe under internal pressure with a radially growing crack. A nearly ideal plastic constraint match between the pin-loaded SENT and radial seam weld crack was confirmed up to about 500 psi-in, which is substantially beyond a typical JIc in the X52 steel used in the analysis. Thus, pinned SENT testing is recommended for evaluation of radial fracture in thin-walled piping.
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Asgarian, B., and M. Lesani. "Effects of Pile-Soil Interaction on Push-Over Analysis of Jacket Type Offshore Platforms." In 25th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2006. http://dx.doi.org/10.1115/omae2006-92249.

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Pushover analysis is performed to determine the capacity of jacket type offshore structures subjected to lateral loads. Overall behavior of the platform in the nonlinear range of deformation can be observed from pushover analysis results. This analysis can be used for the platform capacity assessment. For performing pushover analysis, nonlinear behavior of structural elements and lateral load pattern should be obtained. Both displacement and load control type of the analysis can be performed. One of the important aspects of pushover analysis is the non-linear behavior of the underlying soil and its interaction with the pile. In this paper pushover analysis of sample jacket type offshore platforms considering pile soil interaction (PSI) is performed. In the pushover analysis performed, fiber elements are used for the modeling of the member and soil nonlinearities. Actual soil layer properties, which have been derived from geotechnical reports, are incorporated in the model using fiber elements of “DRAIN-3DX” software. Each soil layer is presented by an equivalent fiber element, having the same characteristics of the relevant soil. The pile structure from top elevation until its tip together with other jacket components including the legs and braces are also introduced by fiber elements. Push over analysis is performed for the platforms subjected to wave load pattern. In order to compare the Pile-Soil Interaction (PSI) effects, all of the analyses are also performed using fixed and pinned pile ends at mud line elevation and pile stubs. The significance of the Pile-Soil Interaction and soil non-linear behavior is pointed out from this comparison and analysis results.
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