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Journal articles on the topic 'Axial capacity'

Author: Grafiati

Published: 4 June 2021

Last updated: 5 February 2022

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1

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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2

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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3

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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4

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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5

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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6

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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7

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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8

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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9

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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10

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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11

Hong, Geon-Ho. "Axial Load Capacity Evaluation of High Strength CFT." Journal of the Architectural Institute of Korea Structure & Construction 33, no. 2 (February 28, 2017): 11–20. http://dx.doi.org/10.5659/jaik_sc.2017.33.2.11.

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12

Tsetseni, Stephanie, and Spyros A. Karamanos. "Axial Compression Capacity of Welded-Slip Pipeline Joints." Journal of Transportation Engineering 133, no. 5 (May 2007): 335–40. http://dx.doi.org/10.1061/(asce)0733-947x(2007)133:5(335).

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13

Tan, Cheng, Haitao Li, Mahmud Ashraf, Ileana Corbi, Ottavia Corbi, and Rodolfo Lorenzo. "Evaluation of axial capacity of engineered bamboo columns." Journal of Building Engineering 34 (February 2021): 102039. http://dx.doi.org/10.1016/j.jobe.2020.102039.

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14

Broms, Bengt B., and Bertil Nord. "Axial Bearing Capacity of the Expander Body Pile." Soils and Foundations 25, no. 2 (June 1985): 31–44. http://dx.doi.org/10.3208/sandf1972.25.2_31.

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15

Wahiddin, Sri Murni Dewi, Agoes SMD, and Wisnumurti. "Axial Capacity of Concrete Filled Double Lip Channel." Advanced Science Letters 24, no. 12 (December 1, 2018): 9859–62. http://dx.doi.org/10.1166/asl.2018.13162.

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16

Soroushian, Siavash, Manos Maragakis, and Craig Jenkins. "Axial Capacity Evaluation for Typical Suspended Ceiling Joints." Earthquake Spectra 32, no. 1 (February 2016): 547–65. http://dx.doi.org/10.1193/123113eqs301m.

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In recent earthquakes, the failure of nonstructural elements, including ceiling systems, has resulted in costly damage, inoperable buildings, and endangered lives. Therefore, the need to understand how ceiling systems perform during an earthquake is becoming increasingly important. However, few studies have been conducted on suspension ceiling systems to identify where they are vulnerable. A series of suspension-ceiling component experiments were designed at the University of Nevada, Reno, using interlocking grid members, including 2-ft. and 4-ft. cross tees. The test specimens were first subjected to monotonic and cyclic loading to obtain their failure capacities. Then several axial capacity fragility curves (not the seismic fragility curves of ceiling systems) were developed based on axial displacement capacities as well as strength capacities of interlocking ceiling joints in the absence of ceiling panels. Besides the experimental studies, a series of analytical models for ceiling joints were developed and validated using component experimental data.

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17

Giakoumelis, Georgios, and Dennis Lam. "Axial capacity of circular concrete-filled tube columns." Journal of Constructional Steel Research 60, no. 7 (July 2004): 1049–68. http://dx.doi.org/10.1016/j.jcsr.2003.10.001.

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18

Rotta Loria, Alessandro F., Felipe Orellana, Alberto Minardi, Jean-Marie Fürbringer, and Lyesse Laloui. "Predicting the axial capacity of piles in sand." Computers and Geotechnics 69 (September 2015): 485–95. http://dx.doi.org/10.1016/j.compgeo.2015.06.013.

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19

Thumrongvut, Jaksada, Apichat Tipcharoen, and Kamonwan Prathumwong. "Post-Fire Performance of Square Concrete-Filled Steel Tube Columns under Uni-Axial Load." Materials Science Forum 1016 (January 2021): 618–23. http://dx.doi.org/10.4028/www.scientific.net/msf.1016.618.

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This paper presents experimental studies on the post-fire performance of concrete-filled steel tube (CSFT) columns under uni-axial load. The structural responses and axial load capacity of CSFT columns after exposure to elevated temperatures are investigated and discussed. All of the specimens are 750 mm in height, the nominal cross-section of the specimen is 150 mm x 150 mm, and have cylinder compressive strength of 18 MPa. The primary test parameters to be measured during the uni-axial compression test are wall thicknesses of the square tube (3.0 mm, 4.5 mm and 6.0 mm) and three different exposure to elevated temperatures (400°C, 600°C and 800°C). The results showed that the load-axial shortening relationship of the CSFT columns have a linear elastic response up to 80-90% of axial load capacity. After the axial load capacity is reached, the load-axial shortening curves are rarely becoming a nonlinear manner. It is also shown that the axial load capacity and ductility of the post-fire test columns are decreased significantly compared to the columns at ambient temperature, depending mainly on the elevated temperature. In addition, by comparing the axial load capacity of the test results with those obtained from the ACI design equation, the comparison results indicate that calculation formula in ACI code unconservative predicts the axial load capacity of the CSFT columns after exposure to elevated temperatures. Finally, the residual strength ratios are modified to both strength of concrete and steel tube under ambient temperature, and analyzed to evaluate the effect of post-fire behavior on the axial capacity of CFST columns.

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20

Yu, Jipeng, Tianhua Zhou, Yu Zhang, and Yapeng Li. "Axial Compressive Performance of Steel-Reinforced Concrete Columns with Monosymmetric Cross-Shaped Steel." Advances in Civil Engineering 2021 (February 9, 2021): 1–17. http://dx.doi.org/10.1155/2021/6666996.

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The axial compressive performance of steel-reinforced concrete columns with monosymmetric cross-shaped steel (SRCC-MCS) was investigated in this study. Tests were conducted under pure axial compression to determine the effects of cross-shaped steel eccentricity ratio, concrete strength, steel ratio, and stirrup spacing on the resulting failure mode, load-strain curves, and load-displacement curves. The results indicated that increasing the cross-shaped steel eccentricity ratio reduced the axial capacity and ductility, increasing the concrete strength markedly enhanced the axial capacity but reduced the ductility, and increasing the steel ratio and reducing the stirrup spacing increased the axial capacity and ductility. Two calculation methods for determining the axial capacity of an SRCC-MCS under axial compression were proposed considering the effective lateral confinement pressures provided by the stirrups and monosymmetric cross-shaped steel. The proposed equations were compared with those in three extant codes and found to exhibit improved accuracy and consistency.

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21

Ju, Yan Zhong, Chun Yu Li, and De Hong Wang. "Influence of Axial Compression Ratio on Seismic Behavior of Reactive Powder Concrete (RPC) Beam-Column Joints." Applied Mechanics and Materials 597 (July 2014): 312–15. http://dx.doi.org/10.4028/www.scientific.net/amm.597.312.

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To explore the influence of axial compressive ratio on seismic behavior of reactive powder concrete(RPC) beam-column joints,this paper carry out RPC beam-column joints nonlinear finite element analysis,using software ABAQUS.The effect of different axial compression ratio on the ductility,energy dissipation capacity and bearing capacity are studied,based on hysteretic curves and skeleton curves of the components.The results show that,with the increase of axial compression ratio,skeleton curves of the components tend to be steep when the vertical load of beam ends exceed the peak point.The ultimate bearing capacity of the components are improved with the increasing of axial compression ratio which is less then 0.6,while the ultimate bearing capacity show a opposite trend when the axial compressive ratio exceed 0.6.

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22

Xiao, Liang Li, Xiao Yu, and Jian Wei Han. "Analysis on Axial Compression Bearing Capacity of Steel Reinforced Concrete Sandwich Node." Applied Mechanics and Materials 501-504 (January 2014): 685–89. http://dx.doi.org/10.4028/www.scientific.net/amm.501-504.685.

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According to the limit values of axial compression ratio of steel reinforced concrete given by technical specification for steel reinforced concrete composite structure (JGJ138-2001), the axial force of steel reinforced concrete sandwich nodes calculated by MIDAS and the axial bearing capacity calculated by limit values of axial compression ratio are compared with an actual project. The results show that steel concrete columns with designed strength of C60, the strength more than of column concrete strength higher than C50 is the least requirement as to meet the axial compression ratio. The result provides a theoretical basis for the future of safety work and the sandwich joint construction.

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23

Li, Yan Jun, and Ping Liu. "Effect of Axial Compression Ratio on Ductility and Bearing Capacity of Specially Shaped Columns with HRB500 Reinforcement." Applied Mechanics and Materials 204-208 (October 2012): 1066–69. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.1066.

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Four specially shaped columns with HRB500 reinforcement were tested under low cyclic loading. The hysteretic curve, yield load, ultimate load, displacement ductility and rigidity degradation were compared in order to research the effect of axial compression ratio on ductility and bearing capacity of specially shaped column with HRB500 reinforcement. It is shown that the axial compression ratio has greater influence on ductility and bearing capacity. With the increase of axial compression ratio, the bearing capacity of HRB500 reinforcement concrete specially shaped column can be enhanced while the deformation capacity becomes worse. The hysteretic characteristic of specially shaped columns with HRB500 reinforcement is improved and the stiffness degeneration becomes slow with the decrease of axial compression ratio.

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24

Lu, Da Gang, Yan Jun Li, Zhen Yu Wang, and Guang Yuan Wang. "Simulation of Seismic Behavior for RC Columns under Bidirectional Compression-Bending." Applied Mechanics and Materials 193-194 (August 2012): 727–31. http://dx.doi.org/10.4028/www.scientific.net/amm.193-194.727.

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To investigate the seismic behavior of RC columns under bidirectional lateral loading, numerical analysis for tests of RC columns under biaxial loading were performed using fiber model. The simulation results agreed well with test results. The effect of axial compression ratio on the seismic behavior of RC columns under biaxial lateral load was analyzed. The analytical results showed that biaxial lateral loading had little effect on critical axial compression ratio, and the value of critical axial compression ratio was between 0.4~0.5. Bevel carrying capacity under bidirectional lateral loading was a little greater than that under principal axial loading when axial compression ratio was less than 0.1. There had been about 10 percent decrease in bevel carrying capacity at critical axial compression ratio but principal axial bearing capacity declined about 35 percent. Moreover, ultimate displacement angle and accumulative hysteretic dissipation energy decreased observably with increase of axial compression ratio. The adverse influence of special effect on principal axis should be considered in the actual design.

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25

Martsynkovskyy, Vasyl, and Volodymyr Yurko. "Solutions for Increasing the Bearing Capacity of Thrust Bearings." Applied Mechanics and Materials 630 (September 2014): 208–19. http://dx.doi.org/10.4028/www.scientific.net/amm.630.208.

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Design faults, imperfect manufacturing processes, change of technological operating modes of the turbocompressors in gas, petroleum, chemical and petrochemical industry cause axial rotor shifts. Therefore, the task of manufacturing the high-efficient and reliable thrust bearings is important nowadays along with effective rotor balancing, methods of axial forces calculation considering possible operating modes, improvement of static electricity elimination system, protective and monitoring systems of the axial shift. Effective methods for increasing the bearing capacity of thrust bearings, applied by TRIZ Ltd, have been studied in the report. The accepted and realized on the operating equipment solutions have enabled to increase the bearing capacity of thrust bearings significantly and to reduce oil consumption ratio, keeping down location dimensions to the equipment.

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26

Long, James H., John A. Kerrigan, and Michael H. Wysockey. "Measured Time Effects for Axial Capacity of Driven Piling." Transportation Research Record: Journal of the Transportation Research Board 1663, no. 1 (January 1999): 8–15. http://dx.doi.org/10.3141/1663-02.

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27

Yin, Wan-Lee, Sayed N. Sallam, and George J. Simitses. "Ultimate axial load capacity of a delaminated beam-plate." AIAA Journal 24, no. 1 (January 1986): 123–28. http://dx.doi.org/10.2514/3.9231.

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28

Paschero, Maurizio, and Michael W. Hyer. "Improvement of Axial Buckling Capacity of Elliptical Lattice Cylinders." AIAA Journal 49, no. 2 (February 2011): 396–410. http://dx.doi.org/10.2514/1.j050725.

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29

Paschero, Maurizio, and Michael W. Hyer. "Improvement of Axial Load Capacity of Elliptical Cylindrical Shells." AIAA Journal 47, no. 1 (January 2009): 142–56. http://dx.doi.org/10.2514/1.37012.

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30

Ravi Kumar, H., K. U. Muthu, and N. S. Kumar. "Study on Predicting Axial Load Capacity of CFST Columns." Journal of The Institution of Engineers (India): Series A 99, no. 1 (November 14, 2017): 133–40. http://dx.doi.org/10.1007/s40030-017-0234-y.

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31

Mimoune, Mostefa, Fatima Mimoune, and Mourad Youcef. "Axial capacity of circular concrete-filled steel tube columns." World Journal of Engineering 8, no. 3 (September 2011): 237–44. http://dx.doi.org/10.1260/1708-5284.8.3.237.

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32

El Naggar, M. Hesham, and Jin Qi Wei. "Axial capacity of tapered piles established from model tests." Canadian Geotechnical Journal 36, no. 6 (December 1, 1999): 1185–94. http://dx.doi.org/10.1139/t99-076.

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Tapered piles represent a more efficient distribution of pile material than uniform cross section piles in several respects. An extensive experimental research program was conducted to study the efficiency of tapered piles compared with piles of uniform cross section with the same material input. Three instrumented model steel piles with different degrees of taper were used in this program. The piles were tested in a large-scale laboratory setup under compressive and tensile loads. The pile head load and displacement and the strain along the piles were measured simultaneously. The objectives of the present paper were twofold: to examine the validity of the experimental results, and to use the unit load transfer curves established from the experimental results to predict the bearing capacity of prototype tapered piles. The shaft resistance for straight-sided wall piles established from the experimental results compared well with the theoretical predictions using the standard design procedure. The beneficial effect of pile taper was significant up to a depth of 20 pile diameters. The negative effect of the pile taper on the uplift capacity diminished quickly with depth and hence the performance of actual tapered piles (with greater length) would be comparable to that of straight-sided wall piles.

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33

Kraft, Leland M. "Computing axial pile capacity in sands for offshore conditions." Marine Geotechnology 9, no. 1 (January 1990): 61–92. http://dx.doi.org/10.1080/10641199009388230.

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34

Kurniawan, Yofy, Maulid M. Iqbal, and Ratna Dewi. "Effect of Helical Geometry on the Axial Compressive Capacity." International Journal of Innovative Science and Research Technology 5, no. 6 (July 3, 2020): 717–23. http://dx.doi.org/10.38124/ijisrt20jun579.

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Helical pile is an invention in pile foundation with a main objective of increasing pile capacity. According to Prasad, et.al (1996), definition of helical pile is a pile foundation that equipped with one or more helix that has a round shape, attached to the shaft with a certain distance between helixes. The aim of this study is to understand the effect of helixes number to the bearing capacity. In this study, empirical model is validated with the static loading test on three different type of helical pile: 1) single shaft, 2) helical pile with the same diameter of helixes and, 3) helical pile with different diameter of helixes on clay soil. The diameter of helixes are 15 cm, 20 cm, and 25 cm with distance between helixes 50 cm. The result shows the bearing capacity increase of single shaft to helical pile 252% - 369%. Moreover, the comparison of bearing capacity between helical pile with the same diameter of helixes and helical pile with different diameter of helixes is explained in this study.

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35

Kadhom, Bessam, Husham Almansour, and Murat Saatcioglu. "Post-Blast Axial Capacity of CFRP Strengthened RC Columns." IOP Conference Series: Materials Science and Engineering 737 (March 6, 2020): 012042. http://dx.doi.org/10.1088/1757-899x/737/1/012042.

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36

Shahin, Mohamed A. "Intelligent computing for modeling axial capacity of pile foundations." Canadian Geotechnical Journal 47, no. 2 (February 2010): 230–43. http://dx.doi.org/10.1139/t09-094.

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In the last few decades, numerous methods have been developed for predicting the axial capacity of pile foundations. Among the available methods, the cone penetration test (CPT)-based models have been shown to give better predictions in many situations. This can be attributed to the fact that CPT-based methods have been developed in accordance with the CPT results, which have been found to yield more reliable soil properties; hence, more accurate axial pile capacity predictions. In this paper, one of the most commonly used artificial intelligence techniques, i.e., artificial neural networks (ANNs), is utilized in an attempt to develop artificial neural network (ANN) models that provide more accurate axial capacity predictions for driven piles and drilled shafts. The ANN models are developed using data collected from the literature and comprise 80 driven pile and 94 drilled-shaft load tests, as well as CPT results. The predictions from the ANN models are compared with those obtained from the most commonly used available CPT-based methods, and statistical analyses are carried out to rank and evaluate the performance of the ANN models and CPT methods. To facilitate the use of the developed ANN models, they are translated into simple design equations suitable for hand calculations.

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37

Achmus, M., Y. S. Kuo, K. Abdel-Rahman, Y. H. Tseng, and I. Pang. "Capacity degradation method for piles under cyclic axial loads." Computers and Geotechnics 128 (December 2020): 103838. http://dx.doi.org/10.1016/j.compgeo.2020.103838.

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38

Hong, Huan-Peng, Huang Yuan, Lu Deng, and Yu Bai. "Axial capacity of steel tube-reinforced concrete stub columns." Engineering Structures 183 (March 2019): 523–32. http://dx.doi.org/10.1016/j.engstruct.2019.01.044.

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39

Saravanakumar, R., K. S. Elango, R. Gopi, and C. Kaleeswaran. "Evaluation of Axial Capacity of Cold formed Steel Section." IOP Conference Series: Materials Science and Engineering 1145, no. 1 (April 1, 2021): 012013. http://dx.doi.org/10.1088/1757-899x/1145/1/012013.

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40

Jirout, Tomáš. "Pumping Capacity of Pitched Blade Multi-Stage Impellers." Chemical and Process Engineering 35, no. 1 (March 1, 2014): 47–53. http://dx.doi.org/10.2478/cpe-2014-0004.

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Abstract This paper extends knowledge about flow in an agitated batch with pitched blade multi-stage impellers. Effects of various geometrical parameters (blade number, distance between impellers) of pitched blade multi-stage impellers on pumping ability have been investigated. Axial velocity profiles were measured by LDA (Laser Doppler Anemometry). Axial pumping capacities were obtained by integration of measured axial velocity profiles in outflow from impellers. Main attention was focused on the effect of the distance between impellers in multi-stage configurations, on their pumping capacity and flow in the mixing bath in comparison with an independently operating pitched blade impeller with the same geometry. In case of a relatively close distance between impellers H3/d = 0.5 - 0.75, the multi-stage impeller creates only one circulation loop and the impellers itself behave identically as pumps in series. However for relative higher distance of impellers than H3/d = 1.25, the multi-stage impeller creates two separated circulation loops.

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41

Beiranvand, Peyman, Matin Abdollahifar, Ahmad Moradpour, and Saeideh Sadeghi Golmakani. "Investigation of Load Capacity of Steel Concrete Composite Columns Src Reinforced by IPE." Civil and Environmental Engineering Reports 29, no. 2 (June 1, 2019): 101–16. http://dx.doi.org/10.2478/ceer-2019-0019.

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Abstract In this study, a column with section IPE and different lengths, completely embedded in concrete, is modelled by finite element software ABAQUS. Columns under different bi-axial loading were used and graphs of axial force-axial deformation, interaction axial force, and bending moment and column curve were mapped. The results show that the load capacity of the column, with increasing length and also increasing eccentricity of the axial load, will be reduced. With increasing length, the effect of an increased eccentricity of the reduced load capacity was increased. Equations for the design of the column are also presented. The results of the presented equations were compared with the values obtained from finite element and building national institute 10th topic.

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42

Tjahjanto, Helmy, Gregory MacRae, Anthony Abu, Charles Clifton, Tessa Beetham, and Nandor Mago. "Diaphragm axial capacity for external diaphragm connections (EDCs) in square CFST column structures." Bulletin of the New Zealand Society for Earthquake Engineering 52, no. 3 (September 30, 2019): 134–40. http://dx.doi.org/10.5459/bnzsee.52.3.134-140.

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This paper evaluates external diaphragm axial capacity in moment frame structures with square concrete-filled steel tubular (CFST) columns considering bidirectional loading. Three design methods were considered: (1) the CIDECT method; (2) the equivalent beam method; and (3) the tie method. Finite element analyses were conducted to investigate the behaviour of an external diaphragm plate connected to a square CFST column under varied bidirectional diaphragm axial forces. It is shown that the perpendicular diaphragm axial forces did not reduce the diaphragm axial capacity significantly, which is consistent with the assumptions made by the CIDECT method and the tie method. The CIDECT method, in some cases, was not conservative. Among the considered methods, the tie method was the most justifiable method, although in some cases the capacity predictions were too conservative. The tie method was later modified by considering the contribution of the steel tube in addition to the diaphragm plate in calculating the diaphragm axial capacity. The modified tie method was shown to accurately predict a lower bound estimate of the capacity of an external diaphragm connection.

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Qu, Xiushu, Fei Huang, Guojun Sun, Qi Liu, and Hui Wang. "Axial compressive behaviour of concrete-filled steel tubular columns with interfacial damage." Advances in Structural Engineering 23, no. 6 (December 6, 2019): 1224–37. http://dx.doi.org/10.1177/1369433219891639.

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In a previous study, 17 rectangular concrete-filled steel tubular columns were tested using a push-out test method to examine the interfacial bond behaviour. In this study, these specimens were subjected to axial compressive tests to study the effects of interfacial damage on the ultimate axial compressive capacity. The variations in both the load–axial displacement curves and load–strain curves were recorded and then compared to study the influences of both the steel tube fabrication method and the D/ B ratio on the axial load–carrying capacity. The axial compressive behaviour of rectangular concrete-filled steel tubular columns with no interfacial damage was then studied using a numerical analysis method. The contact stress distribution along the length and width of the face and at the height of the interface was obtained and discussed. In addition, the ultimate axial compressive capacity of rectangular concrete-filled steel tubular columns with no interfacial damage was calculated using the formulas from three international codes. The influence of interfacial damage on the axial compressive bearing capacity of a rectangular concrete-filled steel tubular column was discussed through a comparison of the results of the numerical simulation, formula calculation and experiments. The influence of the interfacial gaps caused by the push-out tests on the axial bearing capacity of the concrete-filled steel tubular columns can be ignored, because the core concrete was not destroyed and the outside steel tube can provide a sufficient constraint force on the concrete when the two materials yielded. Finally, the influences of the gap type and size on the bearing capacity were discussed.

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Ji, Jing, Maomao Yang, Zhichao Xu, Liangqin Jiang, and Huayu Song. "Experimental Study of H-Shaped Honeycombed Stub Columns with Rectangular Concrete-Filled Steel Tube Flanges Subjected to Axial Load." Advances in Civil Engineering 2021 (June 8, 2021): 1–18. http://dx.doi.org/10.1155/2021/6678623.

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The behavior of H-shaped honeycombed stub columns with rectangular concrete-filled steel tube flanges (STHCCs) subjected to axial load was investigated experimentally. A total of 16 specimens were studied, and the main parameters varied in the tests included the confinement effect coefficient of the steel tube (ξ), the concrete cubic compressive strength (fcu), the steel web thickness (t2), and the slenderness ratio of specimens (λs). Failure modes, load-displacement curves, load-strain curves of the steel tube flanges and webs, and force mechanisms were obtained by means of axial compression tests. The parameter influences on the axial compression bearing capacity and ductility were then analyzed. The results showed that rudder slip diagonal lines occur on the steel tube outer surface and the concrete-filled steel tube flanges of all specimens exhibit shear failure. Specimen load-displacement curves can be broadly divided into elastic deformation, elastic-plastic deformation, and load descending and residual deformation stages. The specimen axial compression bearing capacity and ductility increase with increasing ξ, and the axial compression bearing capacity increases gradually with increasing fcu, whereas the ductility decreases. The ductility significantly improves with increasing t2, whereas the axial compression bearing capacity increases slightly. The axial compression bearing capacity decreases gradually with increasing λs, whereas the ductility increases. An analytical expression for the STHCC short column axial compression bearing capacity is established by introducing a correction function ( w ), which has good agreement with experimental results. Finally, several design guidelines are suggested, which can provide a foundation for the popularization and application of this kind of novel composite column in practical engineering projects.

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Mohareb, M., and D. W. Murray. "Mobilization of Fully Plastic Moment Capacity for Pressurized Pipes." Journal of Offshore Mechanics and Arctic Engineering 121, no. 4 (November 1, 1999): 237–41. http://dx.doi.org/10.1115/1.2829573.

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An analytical expression is derived for the prediction of fully plastic moment capacity of pipes subjected to axial loading and internal pressure. The expression is based on the von Mises yield criterion. The expression predicts pipe moment capacities that are in good agreement with full-scale experimental results. A universal nondimensional moment versus effective axial force-pressure interaction diagram is developed for the design of elevated pipe lines.

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Rusli A., Muhamad, and Prabowo Setiawan. "The axial capacity of a full height rectangular opening castellated steel beam with steel reinforcement stiffeners." Journal of Advanced Civil and Environmental Engineering 4, no. 1 (May 31, 2021): 51. http://dx.doi.org/10.30659/jacee.4.1.51-59.

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The axial capacity of a full height rectangular opening castellated steel beam with steel reinforcement stiffeners is proven to prevent Vierendeel failure mechanism. The effect is an increase in flexural capacity of the structure. Diameter of the steel reinforcement stiffeners is revealed to have an effect on its strength in resisting axial forces occur in the structure. However, size of the diameter is limited to the strength maximum value of the steel flange section in withstanding the moment force. Using optimal design of the castellated steel structure, this research aimed to find out the increase value of the axial capacity. There were two models of steel structures employed in the study, IWF 200x100x5.5x8 and castellated beam 362x100x5.5x8, both were loaded with axial directions. Analyses were conducted using truss and pushover methods. Results of the study showed an increase in both flexural (36.81%) and axial (60.78%) capacities. The increase in the value of structure capacity mainly influenced by the stiffeners shortened the effective length of the structure.

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Li, Ri Liang, Ya Feng Xu, and Shou Yan Bai. "Bearing Capacity Analysis of the Cross-Section Steel Reinforced Concrete Column in Different Parameters." Applied Mechanics and Materials 438-439 (October 2013): 526–29. http://dx.doi.org/10.4028/www.scientific.net/amm.438-439.526.

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This paper uses the large-scale finite element analysis software ABAQUS to simulate 12 cross steel reinforced concrete special-shaped columns with the control variables of axial compression ratio and rate of steel bone, and subjected to the monotonic load with 20mm horizontal displacement. 6 columns work under the different axial compression ratio of 0.0, 0.4, 0.5, 0.6, 0.7 and 0.8. Other 6 columns are made of different rates of steel bone with different steel bone thickness of 0mm, 2mm, 4mm and 6mm, 8mm and 10mm, and subject to vertical axial force in axial compression ratio of 0.3. By simulating, we obtain the load - displacement curve of different axial compression ratios and different rates of steel bone, and analyze the effect of the bearing capacity of the cross steel reinforced concrete special-shaped columns in different parameters. The results show that the bearing capacities of the columns decrease with the increasing ratio of axial compression, and increase with the increasing rate of steel bone.

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Xu, Ya Feng, Shao Jie Zhu, Pi Yuan Xu, and Riyad S. Aboutaha. "Seismic Performance Study on the Joint of Crisscross Concrete-Filled Steel Tube Column-Steel Beam in Different Axial Compression Ratios." Applied Mechanics and Materials 578-579 (July 2014): 305–8. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.305.

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In this paper, the finite element analysis software ABAQUS is used to study the seismic performance of the joint of crisscross concrete-filled steel tube core column-steel beam tested by the pseudo static simulation under low cyclic loading. Then we can get the load-displacement curves of the joint when the axial compressive ratios are 0.2~0.9. By the data analysis can be drawn: the joint of crisscross concrete-filled steel tube core column and steel beam has good ductility and strong plastic deformation capacity, and it can absorb the seismic energy largely; within range of smaller axial compression ratios, the ultimate bearing capacity of the joint has increased with the increasing of axial compression force, however, in range of larger axial compression ratios, the ultimate bearing capacity of the joint has reduced with increasing of the axial compression force; and ductility of the beam-column joint has no obvious decline when the axial force increases.

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Xing, Guo Ran, and Li Hua Dong. "Study on Ultimate Bearing Capacity of New Steel Composite Tube." Advanced Materials Research 482-484 (February 2012): 1472–77. http://dx.doi.org/10.4028/www.scientific.net/amr.482-484.1472.

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The main purpose of this paper is to research the mechanical properties of polyurethane filled steel tube PFST members with different hoop coefficients and slenderness ratios under axial compression by experimental studies. The influencing laws on stability, ductility and properties of axial compression of the PFST members are got, and the simplified calculating formula for ultimate loading capacity is presented by the regressive analysis.

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Xu, Pi Yuan, Qian Chen, and Ya Feng Xu. "Finite Element Analysis on Different Axial Compression Ratio of Composite CFST Column and Steel Beam Connection." Applied Mechanics and Materials 578-579 (July 2014): 278–81. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.278.

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In this paper, in order to understand fully the development of failure mechanism, bearing capacity and seismic performance of the steel H-beams and composite concrete filled steel tubular (CFST) column joints strengthened by outside strengthening ring, in the space zone the effects of changing the axial compression ratio is investigated. A 3D joint finite element model is built up by finite element software ABAQUS, the elastic-plastic finite element analysis is carried through numerical modeling process. The analysis results showed that low axial compression ratio has a little influence on the bearing capacity; with the increase of axial pressure the bearing capacity will decrease in a high axial compression ratio, moreover the failure pattern of joint changes from beam end to column end. The ductility of the specimens is decreased by raising axial compression ratio.

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