Buckling Analysis of Tubular Strings in Horizontal Wells

SPE Journal ◽  
2014 ◽  
Vol 20 (02) ◽  
pp. 405-416 ◽  
Author(s):  
Wenjun Huang ◽  
Deli Gao ◽  
Fengwu Liu
Keyword(s):  
Boundary Conditions ◽  
Axial Force ◽  
Shear Force ◽  
Virtual Work ◽  
Bending Moment ◽  
Horizontal Wells ◽  
Comprehensive Description ◽  
New Model ◽  
First Category ◽  
Second Category

Summary A new buckling equation in horizontal wells is derived on the basis of the general bending and twisting theory of rods. The boundary conditions of a long tubular string are divided into two categories: the sum of the virtual work of bending moment and shear force at the ends of tubular strings is equal to zero, and the sum of the virtual work of bending moment and shear force at the ends is not equal to zero. Buckling solutions under different boundary conditions are obtained by solving the new buckling model. For the boundary conditions of the first category, the buckling solutions are identical with previous results. For the boundary conditions of the second category, the buckling solutions are different from the results under the boundary conditions of the first category. The results indicate that buckling behaviors depend on both the axial force and the boundary conditions. Compared with previous results, buckling solutions of the new model provide a more comprehensive description of tubular-buckling behaviors.

Boundary Conditions: A Key Factor in Tubular-String Buckling

SPE Journal ◽  
2015 ◽  
Vol 20 (06) ◽  
pp. 1409-1420 ◽  
Author(s):  
Wenjun Huang ◽  
Deli Gao ◽  
Shaolei Wei ◽  
Pengju Chen
Keyword(s):  
Potential Energy ◽  
Boundary Conditions ◽  
Axial Force ◽  
Virtual Work ◽  
Bending Moment ◽  
Quantitative Relation ◽  
Energy Principle ◽  
Transition Section ◽  
Minimum Potential Energy Principle ◽  
Helical Buckling

Summary Boundary conditions for tubular-string buckling are divided into two kinds on the basis of the virtual work of the nonaxial force on the boundary conditions of the tubular string—namely, the first and the second kinds of boundary conditions. The first kind of boundary conditions means that the virtual work of no-axial force is zero, and both the conventional pinned and fixed ends belong to this kind. The second kind of boundary conditions means that the virtual work of no-axial force is not zero. Previous studies on tubular-string buckling mainly focus on the first kind but ignore the second kind of boundary conditions. In this paper, the effects of the two kinds of boundary conditions on tubular-string buckling are analyzed. The deflection of a long tubular string constrained in a wellbore is divided into the full helical-buckling section and transition section, whereas the transition section is divided further into the no-contact section and perturbed-helix section. The qualitative corresponding relation between boundary conditions and tubular-string buckling in transition and full helical-buckling sections is clarified. To clarify the quantitative relation between boundary conditions and tubular-string buckling, a general-packer model is proposed to depict the two categories of boundary conditions. With the general-packer model, the general potential energy of the tubular string is deduced. According to the minimum-potential-energy principle, the existence and stability of full helical-buckling solutions are given. The deflections of the tubular string in the no-contact and perturbed-helix sections are deduced with buckling differential equation and beam-column model. The bending moment, shear force, and contact force on the tubular string caused by buckling are also analyzed. The results show that boundary conditions, especially the second kind of boundary conditions, are an important factor that makes the tubular-string buckling problem complex, and this paper provides one source for a deeper understanding of boundary conditions.

Numerical Simulations for Bending Moment Distribution on Linings of Tunnel Excavated by Shield

2015 ◽  
Vol 744-746 ◽  
pp. 1033-1036
Author(s):  
Zi Chang Shangguan ◽  
Shou Ju Li ◽  
Li Juan Cao ◽  
Hao Li
Keyword(s):  
Numerical Simulations ◽  
Axial Force ◽  
Shear Force ◽  
Bending Moment ◽  
Geological Data ◽  
Fem Model ◽  
Maximum Moment ◽  
Moment Distribution ◽  
Negative Moment ◽  
The Moment

In order to simulate moment distribution on linings of tunnel excavated by shield, FEM-based procedure is proposed. According to geological data of tunnel excavated by shield, FEM model is performed, and the moment, axial force and shear force distributions on linings are computed. The maximum moment on segments decreases while Poisson’s ratio of soil materials touching to segments increases. The moment value and distribution vary with Young’s modulus of soil materials. The maximum positive moment on linings is approximately equal to the maximum negative moment.

Study on the Frame Structure under Nonuniform Settlement

2011 ◽  
Vol 94-96 ◽  
pp. 830-833 ◽  
Author(s):  
Dong Mei Zhao ◽  
Ying Xu Zhao ◽  
Yan Xia Ye
Keyword(s):  
Axial Force ◽  
Shear Force ◽  
Bending Moment ◽  
Elastic Support ◽  
Frame Structure ◽  
Space Frame ◽  
Nonuniform Settlement ◽  
Space Frame Structure ◽  
Support Model

In this paper, the effect of the non-uniformity settlement of ground foundation on the upper frame structure is studied. It takes a four-story space frame structure with two spans as an example. The different pedestals are installed at the joint of column footing, which respectively form the fixed supported model and the elastic supported model. Basin shaped settlement is applied in each model. The result shows that the beams are principally suffered with the bending moment and the columns principally suffered with axial force, shear force and bending moment, and that the elastic support model has certain economy.

scholarly journals Analisis dan Desain Struktur Atas Hotel 10 Lantai di Kabupaten Bogor terhadap Beban Gempa

2021 ◽  
Vol 6 (1) ◽  
pp. 1-10
Author(s):  
I Wayan Wirya Aristyana ◽  
Muhammad Fauzan
Keyword(s):  
Axial Force ◽  
Shear Force ◽  
Bending Moment ◽  
Shear Wall ◽  
Floor Plate ◽  
Earthquake Loads ◽  
Internal Forces ◽  
Ultimate Moment ◽  
Reinforcement Design

The type of soil at the location of the hotel building is a type of medium land (D). The applications used in this study are ETABS V16.1 and AutoCAD. Based on the PUSKIM website, the Ss and S1 Bogor City were 0.881 and 0.356, respectively. Based on the results of the analysis of the application ETABS V16.1 obtained fewer reinforcement design results than the existing reinforcement. The maximum nominal moment of the beam is 508.3 kNm while the ultimate moment is 498.4 kNm. The maximum nominal shear force of the beam is 565.9 kN while the ultimate shear force is 538.4 kN. The maximum nominal moment of the column is 1488.5 kNm while the maximum ultimate moment is 1478 kNm. The maximum nominal axial force of the column is 6291 kN while the maximum ultimate axial force is 6287 kN. The maximum nominal bending moment of the floor plate is 41.3 kNm while the maximum ultimate moment is 39.9 kNm. The maximum nominal shear force of the floor plate is 234.7 kN while the maximum ultimate shear force is 228.9 kN. The nominal shear force of shear wall  is 8238.5 kN while the ultimate shear force is 8194.7 kN. Based on the internal forces, the building that has been built is in accordance with the plan so that it is safe to withstand earthquake loads.  

The Limit Load Interactions of the Brazed Aluminum Plate-Fin Heat Exchanger Header Under Combined Piping Loads

2011 ◽  
Vol 133 (3) ◽  
Author(s):  
Wei Wang ◽  
Liang Chen ◽  
Caidong Guo
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Heat Exchanger ◽  
Axial Force ◽  
Shear Force ◽  
Bending Moment ◽  
Limit Load ◽  
Force Component ◽  
Element Analysis ◽  
Interaction Curves

In order to investigate the strength design problem of the brazed aluminum plate-fin heat exchanger header under complex external piping loads, the limit load interactions of the header under combined piping loads are studied in this paper. To establish the limit piping load interaction curves, nonlinear finite element analysis assuming the elastic perfectly plastic material model is performed by using the commercial finite element analysis software ANSYS and multiple piping load combinations, which are the combination of orthogonal bending moment components, torque component-shear force component, bending moment component-axial force component, compound bending moment-axial force component, and torque component-compound shear force, of the header with six opening ratios ranging from 0.5 to 1 are explored. The results of the interaction diagrams show that the feasible combined piping load zone of the header derived from the interaction curves can be simplified as a triangular zone determined by the individual limit piping load components safely and the simplified feasible zone is suggested to be used for establishing a simplified safety assessment method for the header under combined piping loads.

A New Approach to Analyzing Reactions and Deflections of Beams: Formulation and Examples

2006 ◽  
Author(s):  
I. C. Jong ◽  
J. J. Rencis ◽  
H. T. Grandin
Keyword(s):  
Boundary Conditions ◽  
Shear Force ◽  
Flexural Rigidity ◽  
Bending Moment ◽  
Bending Moments ◽  
Shear Forces ◽  
Concentrated Force ◽  
New Approach ◽  
Concentrated Forces ◽  
The Right

This paper is aimed at developing a new approach to analyzing statically indeterminate reactions at supports, as well as the slopes and deflections, of beams. The approach uses a set of four general formulas, derived using singularity functions. These formulas are expressed in terms of shear forces, bending moments, distributed loads, slopes, and deflections of a beam having a constant flexural rigidity and carrying typical loads. These loads include (a) a bending moment and a shear force at the left, as well as at the right, end of the beam; (b) a concentrated force, as well as a concentrated moment, somewhere on the beam; and (c) a uniformly, as well as a linearly varying, distributed force over a portion of the beam. The approach allows one to treat reactions at supports (even supports not at the ends of a beam) as concentrated forces or moments, where corresponding boundary conditions at the points of supports are to be imposed. This feature allows one to readily determine reactions at supports as well as slopes and deflections of beams. A beam needs to be divided into segments for study if it contains discontinuities in slope at hinge connections or different flexural rigidities in different segments. Several examples are included to illustrate the new approach.

Axial Force, Shear Force and Bending Moment in Beams

2020 ◽  
pp. 171-193
Author(s):  
M. Rashad Islam ◽  
Md Abdullah Al Faruque ◽  
Bahar Zoghi ◽  
Sylvester A. Kalevela
Keyword(s):  
Axial Force ◽  
Shear Force ◽  
Bending Moment

A Cantilever Subjected to Axial Force, Bending Moment, and Shear Force

2014 ◽  
Vol 30 (5) ◽  
pp. 549-559 ◽  
Author(s):  
W.-D. Tseng ◽  
J.-Q. Tarn ◽  
C.-C. Chang
Keyword(s):  
State Space ◽  
Axial Force ◽  
Eigenfunction Expansion ◽  
Shear Force ◽  
Bending Moment ◽  
Stress Fields ◽  
Orthotropic Body ◽  
Rigorous Solution ◽  
End Conditions ◽  
Space Formalism

AbstractWe present an exact analysis of the displacement and stress fields in an elastic 2-D cantilever subjected to axial force, shear force and moment, in which the end conditions are exactly satisfied. The problem is formulated on the basis of the state space formalism for 2-D deformation of an orthotropic body. Upon delineating the Hamiltonian characteristics of the formulation and by using eigenfunction expansion, a rigorous solution which satisfies the end conditions is determined. The results show that the end condition alters the stress significantly only near the end, and elementary solutions in the form of polynomials can give sufficiently accurate results except near the ends. Such a system would give rise to localized stresses and displacements in the immediate neighborhood of the ends, and the effect may be expected to diminish with distance on account of geometrical divergence.

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