Relevant bibliographies by topics / Axial capacity

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  1. Journal articles
  2. Dissertations / Theses
  3. Books
  4. Book chapters
  5. Conference papers
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Academic literature on the topic 'Axial capacity'

Author: Grafiati
Published: 4 June 2021
Last updated: 5 February 2022

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Journal articles on the topic "Axial capacity"

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Saravanakumar, R., R. Gopi, K. S. Elango, D. Vivek, C. Kaleeswaran, V. Kavinkumar, S. Venkatraman, et al. "Axial Capacity of Encased Composite Column Under Axial Loading." IOP Conference Series: Materials Science and Engineering 1145, no. 1 (April 1, 2021): 012082. http://dx.doi.org/10.1088/1757-899x/1145/1/012082.

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Leach, Philip, and Laurence Weekes. "Axial capacity of perforated steel columns." Steel Construction 6, no. 2 (May 2013): 144–49. http://dx.doi.org/10.1002/stco.201310022.

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Tawfik, M. S., and T. D. O’Rourke. "Load-Carrying Capacity of Welded Slip Joints." Journal of Pressure Vessel Technology 107, no. 1 (February 1, 1985): 36–43. http://dx.doi.org/10.1115/1.3264401.

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Welded slip joints, which are used in many high-pressure water transmission pipelines, are vulnerable during earthquakes to axial compressive loads generated by ground movements. This paper analyzes two failure modes associated with: 1) yielding in the vicinity of welded connections, and 2) plastic flow in the curvilinear, belled ends of the joints. The analyses indicate that the axial load causing plastic deformation is from three to five times smaller than that causing yield in straight sections of pipe. Typical slip-joint dimensions are studied, and recommendations are made for improving the axial load-carrying capacity by 50 to 100 percent.
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Hao, Yan E., and Yong Qiang Lan. "Research on the Axial Bearing Capacity of Concrete-Filled Rectangular Steel Tube Short Column." Applied Mechanics and Materials 368-370 (August 2013): 1710–17. http://dx.doi.org/10.4028/www.scientific.net/amm.368-370.1710.

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Under the action of axial compression, it is difficult to deduce the capacity of concrete-filled rectangular steel tube (CFRST) short column in theory because of the complex constraining force between the steel tube and concrete. This paper uses two methods to study the axial bearing capacity of CFRST short column, the first method is to consider the main factors influencing the axial bearing capacity of CFRST column based on a great deal of experiments and use multiple linear regression method of mathematical statistics to obtain the formula of the axial bearing capacity of CFRST short column; the second method is to simulate the axial compression test of CFRST short column by using the powerful structure finite element analysis software ANSYS, and determine the axial bearing capacity of CFRST short column through 3D solid modeling, rational meshing and correct loading method. Those two methods provide new thoughts for forecasting the axial bearing capacity of CFRST short column.
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Cao, Bing, Xuyan Zhang, Nan Liang, Yizhen Yang, Dekang Shen, Bo Huang, and Yi-han Du. "Bearing capacity of welded composite T-shaped concrete-filled steel tubular columns under axial compression." Advances in Mechanical Engineering 12, no. 5 (May 2020): 168781402092310. http://dx.doi.org/10.1177/1687814020923102.

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The axial compressive experiments were carried out on 21 welded composite T-shaped concrete-filled steel tubular columns, and 395 finite element models were established for parameter calculation. The calculating formula of axial compressive bearing capacity of welded composite T-shaped concrete-filled steel tubular columns is established. The results show that three typical failure modes were found: middle buckling, end local buckling, and integral bending. When the slenderness ratio λ exceeds the elastic instability limit λp, the axial stress of steel is lower than yield strength fy, and the axial stress of core concrete is lower than axial compressive strength fc. Increasing the thickness of steel has a more obvious effect on increasing the axial compressive bearing capacity of specimen. The theoretical calculating formula can effectively predict the axial compressive bearing capacity, and the theoretical calculation is partial to safety. The average ratio of axial compressive bearing capacity of the theoretical calculation to the experimental is 0.909, and the standard deviation is 0.075. The average ratio of axial compressive bearing capacity of the finite element calculation to the experimental is 0.957, and the standard deviation is 0.045. The average ratio of axial compressive bearing capacity of the theoretical calculation to the finite element calculation is 0.951, and the standard deviation is 0.039.
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Xie, Jian, Xiao Dan Han, and An Xiang Ge. "Axial Capacity of Steel Angles with Local Deformation." Applied Mechanics and Materials 351-352 (August 2013): 753–59. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.753.

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Axial compressive and tensile tests on twenty single equal-leg steel angles with different local deformations were presented. The results show the influence of local deformation on the axial capacity of steel angles. The angles with local deformations under axial compression fail mostly due to flexural-torsional buckling whereas angles without local deformation fail mostly because of local flexural buckling. The axial compressive capacity of angles is significantly reduced in the presence of local inner concave or outer convex deformations. Based on the test results, a finite element analysis was further conducted using ABAQUS 6.12. Analytical results given by finite element analysis are close to the test results. The former is usually a little higher with a deviation rate around ±10%. Finally, two empirical equations are proposed to evaluate the residual ultimate capacity of steel angles with local deformations. The predictions of the equation agree well with the test results.
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Li, Hui, Jun Deng, and Jun Hong Lin. "Theoretical Study on Axial Capacity of CFRP Reinforced Self-Stressing Concrete Filled Steel Tubes." Applied Mechanics and Materials 121-126 (October 2011): 3025–29. http://dx.doi.org/10.4028/www.scientific.net/amm.121-126.3025.

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Since the expansion of the cement during curing was constraint by the steel tube, the concrete core in the self-stressing concrete-filled steel tubes (SSCFST) is under tri-axially compression before applying load, which increases the axial capacity of the SSCFST. In addition, Carbon fiber reinforced polymer (CFRP) wrapping can avoid bucking of the steel tube, increase the axial capacity and improve the durability of SSCFST. This study presents a theoretical study on axial capacity of the SSCFST wrapped with CFRP sheets. Several basic assumptions are proposed. The ultimate equilibrium method was employed to analyze the axial capacity, of which two limit states, including steel tube bucking and CFRP sheets rupturing were considered. The analytical results from an example show that the initial self-stress improves axial capacity of the SSCFST by about 30% and the CFRP reinforcement improves axial capacity by about 15%.
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Zhao, Gen Tian, and Chao Feng. "Axial Ultimate Capacity of Partially Encased Composite Columns." Applied Mechanics and Materials 166-169 (May 2012): 292–95. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.292.

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The test results of nine stub-column tests performed on partially encased composite (PEC) columns made with welded H-section steel are described and presented. The H-section steel is stiffened with transverse link and concrete is poured between the flanges of the steel section. The axial comprehensive study has been conducted on all specimens to investigate the ultimate axial capacity of PEC columns. The failure of all columns is due to local buckling of the flanges along with concrete crushing. Closer link spacing improves the ductility of the columns; however, the measurements show that in general yielding do not occur before the peak load in the links. The additional longitudinal bars have no a remarkable effect to the strength of the composite columns. Finally, an equation is proposed to predict the ultimate axial capacity of the partially encased composite column.
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Long, James H., Diyar Bozkurt, John A. Kerrigan, and Michael H. Wysockey. "Value of Methods for Predicting Axial Pile Capacity." Transportation Research Record: Journal of the Transportation Research Board 1663, no. 1 (January 1999): 57–63. http://dx.doi.org/10.3141/1663-08.

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ZAKERI, A., E. LIEDTKE, E. C. CLUKEY, and P. JEANJEAN. "Long-term axial capacity of deepwater jetted piles." Géotechnique 64, no. 12 (December 2014): 966–80. http://dx.doi.org/10.1680/geot.14.p.014.

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Dissertations / Theses on the topic "Axial capacity"

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Brooks, Heather Margaret. "Axial capacity of piles supported on intermediate geomaterials." Thesis, Montana State University, 2008. http://etd.lib.montana.edu/etd/2008/brooks/BrooksH0808.pdf.

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Pile foundations used to support bridges and other structures are designed and installed to sustain axial and lateral loads without failing in bearing capacity and without undergoing excessive movements. The axial load-carrying capacity of a driven pile is derived from friction or adhesion along the pile shaft and by compressive resistance at the pile tip. There are well established analytical methods for evaluating pile capacity and for predicting pile driving characteristics for cohesive soil, cohesionless soil, and rock. However, past experience indicates these methods may not be reliable for piles driven into intermediate geomaterials (IGMs), which often exhibit a wide array of properties with characteristics ranging from stiff or hard soil to soft weathered rock. Methods to determine the axial capacity, driving resistance, and long-term resistance of piles driven into intermediate geomaterials are not well established. Nine projects, in which piles were driven into IGMs, from the Montana Department of Transportation were analyzed. Each project contained information from CAPWAP dynamic analyses, construction records, and design reports. The purpose of any analyses, of the nine projects, was to better predict the behavior of piles in IGMs. IGMs were divided into two broad types, cohesive and cohesionless. The computer program DRIVEN is often used to predict the axial capacities of piles; however, in IGMs the design method is unreliable. Attempts were made to determine trends within the available data. Normalized resistances for shaft and toe capacities did yield slight correlations of shaft resistance to pile length in IGMs. Iterative solutions using DRIVEN to match the CAPWAP ultimate capacity did not provide meaningful trends or correlations. Slight modification of MDT\'s original DRIVEN inputs was required in most cases to match the CAPWAP ultimate capacity. Because no meaningful trends were found from analysis, other capacity calculation methods were used to determine other methods that accurately predict pile capacity within IGMs. The Washington Department of Transportation Gates formula is the most accurate method of those attempted. More research is required for further analysis of piles in IGMs.
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Coop, Matthew R. "The axial capacity of driven piles in clay." Thesis, University of Oxford, 1987. http://ora.ox.ac.uk/objects/uuid:5b1244f1-9e91-434a-ad15-5cc670c935a9.

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An instrumented model pile was used to investigate the fundamental behaviour in clay soils of driven cylindrical steel piles used for offshore structures. Four test-bed sites were chosen; two in stiff heavily consolidated clays, and two in normally/lightly overconsolidated clays. Data from these sites confirm that a residual shear surface is formed along the pile during installation, the location of which relative to the shaft surface appears to depend on the shaft roughness. Comparisons with other site investigation data and cavity expansion theoretical predictions indicate that stress relief immediately behind the pile tip during driving gives rise to total radial stresses and pore pressures measured on the pile shaft which are lower than predicted. This stress relief is particulary severe in the stiffer clays. The data did however show that the installation total radial stresses and pore pressures are governed by the initial in-situ stresses and undrained shear strength as is predicated by the theory. During reconsolidation, pore pressures close to the instrument rise initially in all clays, and radial effective stresses drop. The slow recovery in radial effective stress during the later stages of reconsolidation was in some cases insufficient to return it to levels recorded during installation. However, the generation of negative pore pressures during undrained loading increased the radial effective stress and shaft friction at failure. This effect is particularly important in the normally consolidated clays, and is responsible for the set-up of shaft capacity seen in such clays, which might not be observed if the loading were drained. The observed behaviour was therefore quite different from the monotonic increase in radial effective stress during reconsolidation, followed by decrease during undrained loading which was expected from a review of current theory.
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Garner, Michael Paul. "Loading Rate Effects on Axial Pile Capacity in Clays." Diss., CLICK HERE for online access, 2007. http://contentdm.lib.byu.edu/ETD/image/etd2016.pdf.

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Badri, Dhuruva. "Determination of axial pile capacity of prestressed concrete cylinder piles." [Gainesville, Fla.] : University of Florida, 2003. http://purl.fcla.edu/fcla/etd/UFE0001449.

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Che, Wai Fong. "Axial bearing capacity prediction of driven piles using artificial neural network." Thesis, University of Macau, 2003. http://umaclib3.umac.mo/record=b1445140.

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Niazi, Fawad Sulaman. "Static axial pile foundation response using seismic piezocone data." Diss., Georgia Institute of Technology, 2014. http://hdl.handle.net/1853/52195.

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Ever since the use of cone penetration testing (CPT) in geotechnical site investigations, efforts have been made to correlate its readings with the components of static axial pile capacity: unit base resistance (qb) and unit shaft resistance (fp). Broadly, the pile capacity analysis from CPT data can be accomplished via two main approaches: rational (or indirect) methods, and direct methods. The rational methods require a two-step approach, whereby CPT data are first used to provide assessments of geoparameters that are further utilized as input values within a selected analytical framework to enable the evaluation of the pile capacity components. In contrast, direct CPT methods use the measured penetrometer readings by scaling relationships or algorithms in a single-step process to obtain fp and qb for full-size piling foundations. The evolution of the CPT from mechanical to electrical to electronic versions and single-channel readings (i.e., measured tip resistance, qc) to the piezocone penetration test (CPTu), that provides three readings of point stress (qt), sleeve friction (fs), and porewater pressure (u1 or u2), has resulted in the concurrent development of multiple CPT-based geotechnical pile design methods. It is noted, however, that current CPT-based methods focus only on an estimate of "axial pile capacity", corresponding to a limiting load or force at full mobilization. A more comprehensive approach is sought herein utilizing the CPT readings towards producing a complete nonlinear load-displacement-capacity (Q-w-Qcap) on axial pile response. In particular, the seismic cone penetration test (SCPT) provides the profile of shear wave velocity (Vs) that determines the fundamental small-strain shear modulus: Gmax = gt?Vs2, where gt = total mass density of soil. With the penetrometer readings useful in assessing foundation capacity, the stiffness Gmax finds application within elastic continuum solutions towards evaluating the load-displacement (Q-w) response. In this study, a concise review of the deep foundation systems is presented, including pile types and characteristics, various arrangements of axial pile load testing in static mode, and interpretations of the load test data. In addition a comprehensive state-of-the-art review of CPT-based rational and direct methods of pile capacity evaluations is compiled. It is recognized that the direct methods offer more convenience in their straightforward approach in estimation of the pile capacity. The piezocone-based UniCone direct method proposed by Eslami and Fellenius (1997) is selected for further refinements, as it utilizes all three CPT readings in its design formulations. Concerning the analysis of pile deformations under axial loading, a brief review covers designs employing empirical formulations, analytical solutions, load-transfer (t-z) methods, numerical simulations, variational approaches, and those using hybrid methods. Specifically, the analytical elastic solution by Randolph and Wroth (1978; 1979) is covered in more detail since it is simple and convenient in application with extended applications to uplift and bidirectional O-cell types of loadings. This elastic approach also serves well in modeling a stacked pile solution for layered soil profiles. The last part of the review covers various shear modulus reduction schemes, since evaluation of the applicable stiffnesses is considered to be the most delicate phase in the nonlinear Q-w response analysis of axially loaded piles. It is identified that the most appropriate scheme applicable to static axial loading of pile foundations is the one that can be derived from the back-analyses of actual load tests within the framework of analytical elastic solution. In order to conduct a comprehensive research study on the axial Q-w-Qcap response of deep foundations from CPT readings, a large database is compiled. This includes 330 case records of pile load tests at 70 sites from 5 continents and 19 different countries of the world, where pile foundations were load tested under top-down compression or top-applied uplift (tension) loading, or both, or by bi-directional Osterberg cell setups. All test sites had been investigated using CPT soundings; in most cases by the preferred SCPTu that provides all four readings from the same sounding: qt, fs, u2, and Vs. In a few cases, sites were subjected to CPT or CPTu and the profiles of shear wave velocities were obtained by other field geophysical techniques, otherwise by empirical estimations. Results of the new correlation efforts are offered to derive coefficients Cse for shaft component and Cte for base component of the axial pile capacity from CPTu data. The UniCone type of soil classification chart is refined by delineating 11 soil sub-zones along with their respective Cse, in contrast to the 5 zones originally proposed. The CPT material index, Ic (Robertson, 2009) is then used to establish direct correlations linking Cse vs. Ic and Cte vs. Ic. Statistical relationships offer continuous functions for estimating the coefficients over a wide range of Ic values, thereby eliminating the need for use of the soil classification chart as well as improving the reliability in the evaluations of fp and qb. The effects of the pile loading direction (compression vs. uplift) and loading rate are also incorporated in the proposed design formulations. New sets of shear stiffness reduction curves are developed from the back-analysis of pile load tests and Gmax profiles obtained from the SCPT data. Alternative functions formats are provided in terms of hyperbolic tangent expressions or exponential curves, developed as normalized shear stiffness (G/Gmax) vs. logarithm of percent pseudo-strain (gp = w/d, where w = pile displacement and d = pile diameter). These charts offer convenience in the axial Q-w analysis of different pile categories within the framework of analytical elastic solution. The results also account for the plasticity characteristics of the soil formations within the database. A stacked pile model for Q-w analysis is presented in which certain adaptations are proposed in the elastic continuum solution. These adaptations enable plotting of separate modulus reduction curves (G/Gmax vs. gp) as function of depth for each layer, and treating pile as a stack of smaller pile segments embedded in a multi-layered soil media. The solution can be used to address the question of progressive failure with depth in a multi-layer soil media that exhibits nonlinear soil stiffness response. Finally, the closed-from analytical elastic pile solution for predicting the Q-w response is decoupled and modified to account for different setup cases and multi-stage loading of bi-directional O-cell tests. The decoupling accounts for separate assessments of the response to axial loading for different segments of pile shaft and different stages of loading, while the modifications include: (1) reduced maximum radius of influence for the upward displacements of the upper shaft segment, and (2) modeling the non-linear ground stiffness from the back-analysis of a well-documented dataset of O-cell load tests.
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Sun, Miao. "Use of Material Tailoring to Improve Axial Load Capacity of Elliptical Composite Cylinders." Diss., Virginia Tech, 2006. http://hdl.handle.net/10919/29693.

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This study focuses on the improvement of the axial buckling capacity of elliptical composite cylinders through the use of a circumferentially-varying lamination sequence. The concept of varying the lamination sequence around the circumference is considered as a viable approach for off-setting the disadvantages of having the cylinder radius of curvature vary with circumferential position, the source of the reduced buckling capacity when compared to a circular cylinder with the same circumference. Post-buckling collapse behavior and material failure characteristics are also of interest. Two approaches to implementing a circumferential variation of lamination are examined. For the first approach the lamination sequence is varied in a stepwise fashion around the circumference. Specifically, each quadrant of the cylinder circumference is divided into three equal-length regions denoted as the crown, middle, and side regions. Eight different cylinders designs, whereby each region is constructed of either a quasi-isotropic or an axially-stiff laminate of equal thickness, are studied. Results are compared to the baseline case of an elliptical cylinder constructed entirely of a quasi-isotropic laminate. Since the thickness of the quasi-isotropic and axially-stiff laminates are the same, all cylinders weight the same and thus comparisons are meaningful. Improvements upwards of 18% in axial buckling capacity can be achieved with one particular stepwise design. The second approach considers laminations that vary circumferentially in a continuous fashion to mitigate the effects of the continuously-varying radius of curvature. The methodology for determining how to tailor the lamination sequence circumferentially is based on the analytical predictions of a simple buckling analysis for simply-supported circular cylinders. With this approach, axial buckling load improvements upwards of 30% are realized. Of all the cylinders considered, very few do not exhibit material failure upon collapse in the post-buckled state. Of those that do not, there is little, if any, improvement in bucking capacity. Results for the pre-buckling, buckling, post-buckling, and material failure are obtained from the finite-element code ABAQUS using both static and dynamic analyses. Studies with the code demonstrate that the results obtained are converged.
Ph. D.
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Müller, Matthias. "Predicting the ultimate axial load capacity of joints formed using V-band retainers." Thesis, University of Huddersfield, 2011. http://eprints.hud.ac.uk/id/eprint/12144/.

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V-band retainers are widely used in the automotive, aircraft and aerospace industries to connect a pair of circular flanges to provide a joint with good axial strength and torsional rigidity. V-band retainers are manufactured using a cold roll forming process. Despite their wide application, once assembled to a pair of flanges little is known about the interaction between flange and band. Moreover the failure mode of V-band retainers when applying an axial load is not fully understood. In this thesis the ultimate axial load capacity of V-band retainers is predicted using finite element and theoretical models and validated using experimental testing. It was shown that the ultimate axial load capacity was strongly dependent on the joint diameter, increasing between 114mm and 235mm, and decreasing beyond that. Moreover, the peak in ultimate axial load capacity was dependent on parameters such as the axial clamping load and coefficient of friction, and its position lay between 235mm and 450mm, as predicted by the finite element models. Other geometrical parameters such as flange and band thickness showed large impacts on the ultimate axial load capacity as well. A theoretical model was developed that allowed the ultimate axial load capacity to be calculated from a single formula for larger bands and using a simple algorithm for smaller bands. This model supported the findings that, depending on the band diameter, the ultimate axial load capacity had a peak, but predicted its position at approximately 181mm. This position at 181mm was validated by the experimental data. However, when compared to the tests, the finite element and theoretical models both over-predicted the ultimate axial load capacity. Both the finite element models and practical tests showed that for small V-bands axial failure is due to a combination of section deformation and ring expansion, whereas large V-bands fail due to ring expansion only. These two distinct types of behaviour were incorporated into the theoretical model. The hardness development throughout the cold roll forming process was predicted using finite element models. This was validated by hardness measurements, for which a new technique was generated, that directly linked plastic strain and hardness values.
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Koen, Johan Alexander. "An investigation into the axial capacity of eccentrically loaded concrete filled double skin tube columns." Thesis, Stellenbosch : Stellenbosch University, 2015. http://hdl.handle.net/10019.1/96797.

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Thesis (MSc)--Stellenbosch University, 2015.
ENGLISH ABSTRACT: Concrete filled double skin tube (CFDST) columns is a new method of column construction. CFDST columns consists of two steel hollow sections, one inside the other, concentrically aligned. The cross-sections of the two hollow sections does not have to be the same shape. Concrete is cast in between the two hollow sections resulting in a CFDST. This study only considers CFDST columns constructed with circular steel hollow sections. The advantages of CFDST construction include: ● The inner and outer steel hollow sections replaces the traditional steel reinforcement that would be used in a normal reinforced concrete column. This reduces the construction time since there is no need to construct a reinforcing cage. ● The steel hollow sections acts as a stay in place formwork, eliminating the need for traditional formwork. This also reduces construction time. ● The steel hollow sections confine the concrete, making it more ductile and increasing its yield strength. The objective of this study is to identify methods that can predict the axial capacity of eccentrically loaded circular CFDST columns. Methods chosen for the investigation are: 1. Finite element model (FEM). A model was developed to predict the behaviour of eccentrically loaded CFDST columns. The FE model uses a concrete material model proposed in literature for stub columns. The aim was to determine whether the material model is suited for this application. 2. The failure load of CFDST columns under concentric loading was calculated using a model obtained in literature. These capacities were compared to the experimental test results of eccentrically loaded CFDST columns to establish a correlation. This study found that the concrete material model used does not adequately capture the behaviour resulting in the axial response of the column being too stiff. The difference between the eccentrically loaded experimental test results and the calculated concentrically loaded capacity showed a clear trend that could be used to predict the capacity of eccentrically loaded CFDST columns.
AFRIKAANSE OPSOMMING: Beton-gevulde dubbel laag pyp (BGDLP) kolomme is ‘n nuwe metode van kolom konstruksie. BGDLP kolomme bestaan uit twee staal pyp snitte, die een binne die ander geplaas met hul middelpunte opgelyn, die dwarssnit van die twee pype hoef nie dieselfde vorm te wees nie. Beton word dan in die wand tussen die twee pyp snitte gegiet. Die resultaat is ‘n hol beton snit. Hierdie studie handel slegs oor BGDLP kolomme wat met ronde pyp snitte verwaardig is. Die volgende voordele kan aan BGDLP toegeken word: ● Die binne en buite staalpype vervang die tradisionele staal bewapening was in normale bewapende-beton gebruik sou word. Dus verminder dit die tyd wat dit sal neem om die kolom op te rig. ● Die staalpypsnitte is ook permanente vormwerk. Dit doen dus weg met die gebruik van normale bekisting, wat ook konstruksie tyd spaar. ● Die buite-staalpypsnit bekamp die uitsetting van die beton onder las. Hierdie bekamping veroorsaak dat die beton se gedrag meer daktiel is en ‘n hoër falings spanning kan bereik. Die doel van die studie is om metodes te identifiseer wat gebruik kan word om die aksiale kapasiteit onder eksentriese laste van BGDLP kolomme te bepaal. Twee metodes was gekies: 1. Eindige element model. ‘n Model was ontwikkel om die gedrag van BGDLP kolomme te voorspel. Die mikpunt was om te bepaal of ‘n beton materiaal gedrag model vanuit die literatuur gebruik kan word om BGDLP kolomme te modelleer. 2. Die swiglas van BGDLP kolomme onder konsentriese belasting was bereken vanaf vergelykings uit die literatuur. Hierdie swiglaste was vergelyk met die eksperimentele toets resultate vir eksentriese belaste BGDLP kolomme om ‘n korrelasie te vind. Hierdie studie het bewys dat die beton materiaal model uit die literatuur kan nie gebruik word om die swiglaste van BGDLP kolomme te bepaal nie. Die model het die gedrag te styf gemodelleer. Die verskil tussen die berekende konsentriese belaste swiglas en die eksperimentele resultate van eksentriese BGDLP kolomme was voorspelbaar en kan gebruik word om die swiglas van eksentriese belaste BGDLP kolomme te voorspel.
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Mu, Feng. "Analysis and prediction of the axial capacity and settlement of displacement piles in sandy soil." Click to view the E-thesis via HKUTO, 2007. http://sunzi.lib.hku.hk/HKUTO/record/B39558988.

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Books on the topic "Axial capacity"

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Salgado, Rodrigo, and Yanbei Zhang. Use of Pile Driving Analysis for Assessment of Axial Load Capacity of Piles. Purdue University Press, 2012.

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C, Chang Peter, Taylor A. W, and National Institute of Standards and Technology (U.S.), eds. Determination of the ultimate capacity of elastomeric bearings under axial loading: A report to U.S. Department of Commerce, Technology Administration, National Institute of Standards and Technology, Building and Fire Research Laboratory. Gaithersburg, MD: The Institute, 1998.

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Determination of the ultimate capacity of elastomeric bearings under axial loading: A report to U.S. Department of Commerce, Technology Administration, National Institute of Standards and Technology, Building and Fire Research Laboratory. Gaithersburg, MD: The Institute, 1998.

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Determination of the ultimate capacity of elastomeric bearings under axial loading: A report to U.S. Department of Commerce, Technology Administration, National Institute of Standards and Technology, Building and Fire Research Laboratory. Gaithersburg, MD: The Institute, 1998.

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Carlson Hasler, Laura. Archival Historiography in Jewish Antiquity. Oxford University Press, 2020. http://dx.doi.org/10.1093/oso/9780190918729.001.0001.

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If history is narrative, then Ezra-Nehemiah is only partly history. Well over half of Ezra-Nehemiah is not a narrative but rather a patchwork of cited texts that are frequently intervening in the story. The capacity of citations in Ezra-Nehemiah to offend the historiographical, aesthetic, and theological sensibilities of scholars invites the question of what citation accomplishes in this context. This book labels the citation style in Ezra-Nehemiah as “archival historiography.” It argues that the act of citation in Ezra-Nehemiah forms an alternative site of archiving and this hybrid literary form prioritizes the assembly and organization of documents over the production of a seamless narrative. The argument begins by comparing this literary form with archival institutions and practices across the landscape of the ancient Near East, contending that Ezra-Nehemiah adapts the symbolic power of these ancient collections. It then identifies the role of the imperial archive within the narrative of Ezra-Nehemiah, where it surfaces as an axial and ambivalent source of political power. By reviewing the cited documents in Ezra-Nehemiah, this book argues that the act of citation is not solely or even primarily in the business of authorizing this account or symbolizing the fulfillment of prophetic promises. Rather, citation in Ezra-Nehemiah is aimed at reestablishing a community by organizing memory into retrievable texts. Archival historiography thus constitutes an essential act of communal recovery and represents the cultural vitality of the Judean community after the losses of exile and while living in the long shadow of imperial rule.
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Book chapters on the topic "Axial capacity"

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Zhang, Yufen, and Degang Guo. "Analysis of Axial Bearing Capacity." In Springer Tracts in Civil Engineering, 21–47. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-8089-5_2.

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Yamin, Mohammad. "Axial Capacity of Single Pile Foundations in Soil." In Problem Solving in Foundation Engineering using foundationPro, 121–202. Cham: Springer International Publishing, 2016. http://dx.doi.org/10.1007/978-3-319-17650-5_2.

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Pieczka, P., and P. Iwicki. "Axial capacity of steel built-up battened columns." In Modern Trends in Research on Steel, Aluminium and Composite Structures, 442–48. London: Routledge, 2021. http://dx.doi.org/10.1201/9781003132134-57.

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Yamin, Mohammad. "Axial Capacity of Single Drilled Shaft Foundations in Soil." In Problem Solving in Foundation Engineering using foundationPro, 203–45. Cham: Springer International Publishing, 2016. http://dx.doi.org/10.1007/978-3-319-17650-5_3.

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Benali, Amel, Ammar Nechnech, and Ali Bouafia. "Development of Semi Empirical Method for Predicting Axial Pile Capacity." In Lecture Notes in Civil Engineering, 342–49. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-2306-5_47.

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Fang, Qin, Hao Wu, and Xiangzhen Kong. "Residual Axial Capacity of UHPCC-FST Column Under Contact Explosion." In UHPCC Under Impact and Blast, 319–67. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-6842-2_10.

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Suryatriyastuti, Maria E., Hussein Mroueh, and Sébastien Burlon. "Numerical Analysis of the Bearing Capacity of Thermoactive Piles Under Cyclic Axial Loading." In Energy Geostructures, 139–55. Hoboken, NJ USA: John Wiley & Sons, Inc., 2013. http://dx.doi.org/10.1002/9781118761809.ch7.

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Kukreti, Anant R., Musharraf Zaman, and Dhanada K. Mishra. "A High Capacity Cubical Device and Multi-Axial Testing for Constitutive Modeling of Concrete." In Anisotropy and Localization of Plastic Deformation, 221–24. Dordrecht: Springer Netherlands, 1991. http://dx.doi.org/10.1007/978-94-011-3644-0_52.

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Castaldo, P., B. Palazzo, and A. Mariniello. "Lifetime Axial-Bending Capacity of a R.C. Bridge Pier Cross-Section Subjected to Corrosion." In Lecture Notes in Civil Engineering, 371–84. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-78936-1_27.

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Li, Xiaowei, Wei Chen, Xuewei Li, Yukun Quan, and Hongfen Nian. "Ultimate bearing capacity of concrete-filled-steel-tubular circular stub columns under axial compression." In Advances in Energy Science and Equipment Engineering II, 1033–38. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2017. http://dx.doi.org/10.1201/9781315116174-38.

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Conference papers on the topic "Axial capacity"

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Van Dijk, Bas, and Kostas Kaltekis. "Recalibration of Axial Pile Capacity Methods." In Offshore Technology Conference. Offshore Technology Conference, 2019. http://dx.doi.org/10.4043/29406-ms.

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Lacasse, S., and F. Nadim. "Model Uncertainty in Pile Axial Capacity Calculations." In Offshore Technology Conference. Offshore Technology Conference, 1996. http://dx.doi.org/10.4043/7996-ms.

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Karlsrud, K., and F. Nadim. "Axial Capacity of Offshore Piles in Clay." In Offshore Technology Conference. Offshore Technology Conference, 1990. http://dx.doi.org/10.4043/6245-ms.

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Lacasse, Suzanne, Farrokh Nadim, Thomas Langford, Siren Knudsen, Gülin Luis Yetginer, Tom Reidar Guttormsen, and Asle Eide. "Model Uncertainty in Axial Pile Capacity Design Methods." In Offshore Technology Conference. Offshore Technology Conference, 2013. http://dx.doi.org/10.4043/24066-ms.

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Rybak, Jaroslaw. "PRACTICAL ASPECTS OF TUBULAR PILE AXIAL CAPACITY TESTING." In 15th International Multidisciplinary Scientific GeoConference SGEM2015. Stef92 Technology, 2011. http://dx.doi.org/10.5593/sgem2015/b12/s2.073.

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Rybak, Jaroslaw. "SOME REMARKS ON CMC COLUMN AXIAL CAPACITY TESTING." In 15th International Multidisciplinary Scientific GeoConference SGEM2015. Stef92 Technology, 2011. http://dx.doi.org/10.5593/sgem2015/b12/s2.096.

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Lam, D., and K. K. Y. Wong. "Axial Capacity of Concrete Filled Stainless Steel Columns." In Structures Congress 2005. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/40753(171)105.

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Chen, Yit-Jin, and Fred H. Kulhawy. "Evaluation of Drained Axial Capacity for Drilled Shafts." In International Deep Foundations Congress 2002. Reston, VA: American Society of Civil Engineers, 2002. http://dx.doi.org/10.1061/40601(256)86.

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Lai, Peter, Michael McVay, David Bloomquist, and Dhuruva Badri. "Axial Pile Capacity of Large Diameter Cylinder Piles." In Symposium Honoring Dr. John H. Schmertmann for His Contributions to Civil Engineering at Research to Practice in Geotechnical Engineering Congress 2008. Reston, VA: American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/40962(325)11.

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Jardine, R. J., and R. F. Overy. "Axial capacity of offshore piles driven in dense sand." In Offshore Technology Conference. Offshore Technology Conference, 1996. http://dx.doi.org/10.4043/7973-ms.

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Reports on the topic "Axial capacity"

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Bradley, Gregory L., Peter C. Chang, and Andrew W. Taylor. Determination of the ultimate capacity of elastomeric bearings under axial loading. Gaithersburg, MD: National Institute of Standards and Technology, 1998. http://dx.doi.org/10.6028/nist.ir.6121.

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Bradley, Gregory L., Andrew W. Taylor, and Peter C. Chang. Ultimate capacity testing of laminated elastomeric base isolation bearings under axial loading. Gaithersburg, MD: National Institute of Standards and Technology, 1997. http://dx.doi.org/10.6028/nist.ir.6002.

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Salgado, Rodrigo. Use of Pile Driving Analysis for Assessment of Axial Load Capacity of Piles. Purdue University, December 2012. http://dx.doi.org/10.5703/1288284314671.

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Hao, Rui, Yuqing Liu, and Haohui Xin. EXPERIMENTAL STUDY ON BEARING CAPACITY OF Q420 STEEL U-RIB STIFFENED PLATES SUBJECTED TO AXIAL COMPRESSION. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.081.

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Guo, Yan-Lin, Meng-Zheng Wang, Jing-Shen Zhu, and Xiao Yang. LOAD-BEARING CAPACITY OF CONCRETE-INFILLED DOUBLE STEEL CORRUGATED-PLATE WALLS WITH T-SECTION UNDER COMBINED AXIAL COMPRESSION AND BENDING MOMENT. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.076.

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Terzic, Vesna, and William Pasco. Novel Method for Probabilistic Evaluation of the Post-Earthquake Functionality of a Bridge. Mineta Transportation Institute, April 2021. http://dx.doi.org/10.31979/mti.2021.1916.

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While modern overpass bridges are safe against collapse, their functionality will likely be compromised in case of design-level or beyond design-level earthquake, which may generate excessive residual displacements of the bridge deck. Presently, there is no validated, quantitative approach for estimating the operational level of the bridge after an earthquake due to the difficulty of accurately simulating residual displacements. This research develops a novel method for probabilistic evaluation of the post-earthquake functionality state of the bridge; the approach is founded on an explicit evaluation of bridge residual displacements and associated traffic capacity by considering realistic traffic load scenarios. This research proposes a high-fidelity finite-element model for bridge columns, developed and calibrated using existing experimental data from the shake table tests of a full-scale bridge column. This finite-element model of the bridge column is further expanded to enable evaluation of the axial load-carrying capacity of damaged columns, which is critical for an accurate evaluation of the traffic capacity of the bridge. Existing experimental data from the crushing tests on the columns with earthquake-induced damage support this phase of the finite-element model development. To properly evaluate the bridge's post-earthquake functionality state, realistic traffic loadings representative of different bridge conditions (e.g., immediate access, emergency traffic only, closed) are applied in the proposed model following an earthquake simulation. The traffic loadings in the finite-element model consider the distribution of the vehicles on the bridge causing the largest forces in the bridge columns.
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AXIAL RESIDUAL CAPACITY OF CIRCULAR CONCRETE-FILLED STEEL TUBE STUB COLUMNS CONSIDERING LOCAL BUCKLING. The Hong Kong Institute of Steel Construction, September 2018. http://dx.doi.org/10.18057/ijasc.2018.14.3.11.

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CAPACITY EVALUATION OF EIGHT BOLT EXTENDED ENDPLATE MOMENT CONNECTIONS SUBJECTED TO COLUMN REMOVAL SCENARIO. The Hong Kong Institute of Steel Construction, September 2021. http://dx.doi.org/10.18057/ijasc.2021.17.3.6.

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The extended stiffened endplate (8ES) connection is broadly used in the seismic load-resisting parts of steel structures. This connection is prequalified based on the AISC 358 standard, especially for seismic regions. To study this connection’s behaviors, in the event of accidental loss of a column, the finite element model results were verified against the available experimental data. A parametric study using the finite element method was then carried out to investigate these numerical models’ maximum capacity and effective parameters' effect on their maximum capacity in a column loss scenario. This parametric analysis demonstrated that these connections fail at the large displacement due to the catenary action mode at the rib stiffener's vicinity. The carrying capacity, PEEQ, Von-Mises stress, middle column force-displacement, critical bolt axial load, and the beam axial load curves were discussed. Finally, using the Least Square Method (LSM), a formula is presented to determine the displacement at the maximum capacity of these connections. This formula can be used in this study's presented method to determine the maximum load capacity of the 8ES connections in a column loss scenario.
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PERFORMANCE AND CAPACITY CALCULATION METHODS OF SELF-STRESSING STEEL SLAG CONCRETE FILLED STEEL TUBULAR SHORT COLUMNS SUBJECTED TO AXIAL LOAD. The Hong Kong Institute of Steel Construction, March 2021. http://dx.doi.org/10.18057/ijasc.2021.17.1.7.

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