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Journal articles on the topic 'Lateral capacity'

Author: Grafiati

Published: 4 June 2021

Last updated: 12 February 2022

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1

Chakravarty, Amiya K., and Jun Zhang. "Lateral capacity exchange and its impact on capacity investment decisions." Naval Research Logistics 54, no. 6 (2007): 632–44. http://dx.doi.org/10.1002/nav.20235.

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2

Prasad, Yenumula V. S. N., and S. Narasimha Rao. "Lateral Capacity of Helical Piles in Clays." Journal of Geotechnical Engineering 122, no. 11 (November 1996): 938–41. http://dx.doi.org/10.1061/(asce)0733-9410(1996)122:11(938).

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3

Agyepong, Kwabena, and Ravi Kothari. "Controlling Hidden Layer Capacity Through Lateral Connections." Neural Computation 9, no. 6 (August 1, 1997): 1381–402. http://dx.doi.org/10.1162/neco.1997.9.6.1381.

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We investigate the effects of including selected lateral interconnections in a feedforward neural network. In a network with one hidden layer consisting of m hidden neurons labeled 1,2… m, hidden neuron j is connected fully to the inputs, the outputs, and hidden neuron j + 1. As a consequence of the lateral connections, each hidden neuron receives two error signals: one from the output layer and one through the lateral interconnection. We show that the use of these lateral interconnections among the hidden-layer neurons facilitates controlled assignment of role and specialization of the hidden-layer neurons. In particular, we show that as training progresses, hidden neurons become progressively specialized—starting from the fringes (i.e., lower and higher numbered hidden neurons, e.g., 1, 2, m — 1 m) and leaving the neurons in the center of the hidden layer (i.e., hidden-layer neurons numbered close to m/2) unspecialized or functionally identical. Consequently, the network behaves like network growing algorithms without the explicit need to add hidden units, and like soft weight sharing due to functionally identical neurons in the center of the hidden layer. Experimental results from one classification and one function approximation problems are presented to illustrate selective specialization of the hidden-layer neurons. In addition, the improved generalization that results from a decrease in the effective number of free parameters is illustrated through a simple function approximation example and with a real-world data set. Besides the reduction in the number of free parameters, the localization of weight sharing may also allow for a method that allows procedural determination for the number of hidden-layer neurons required for a given learning task.

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4

Yuan, Shuai Jie, Kun Yong Zhang, Zi Jian Liu, and Jian Cheng Li. "Numerical Tests on Laterally Loaded Drilled Shafts Socketed in Rock." Advanced Materials Research 919-921 (April 2014): 706–9. http://dx.doi.org/10.4028/www.scientific.net/amr.919-921.706.

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Ultimate lateral bearing capacity of rock mass is the base of the research of laterally loaded drilled shafts socketed in rock mass. The ultimate bearing capacity is often not available because of the limitation of loading ability in field tests. Numerical tests are used here to simulate the drilled shafts socketed in rock mass and expand the load-displacement curve obtained from field tests. Common methods of determining ultimate lateral bearing capacity are also analyzed and compared here. At last, a relatively accurate method of determining laterally loaded drilled shafts socketed in rock mass is recommended.

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5

MAHMOUD, M., and E. BURLEY. "LATERAL LOAD CAPACITY OF SINGLE PILES IN SAND." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 107, no. 3 (July 1994): 155–62. http://dx.doi.org/10.1680/igeng.1994.26468.

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6

Parsons, Brian J., Donald A. Bender, J. Daniel Dolan, Robert J. Tichy, and Frank E. Woeste. "Lateral Load Path and Capacity of Exterior Decks." Practice Periodical on Structural Design and Construction 19, no. 4 (November 2014): 04014015. http://dx.doi.org/10.1061/(asce)sc.1943-5576.0000203.

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7

Ryan, Terence E., Melissa L. Erickson, Ajay Verma, Juan Chavez, Michael H. Rivner, and Kevin K. Mccully. "Skeletal muscle oxidative capacity in amyotrophic lateral sclerosis." Muscle & Nerve 50, no. 5 (September 29, 2014): 767–74. http://dx.doi.org/10.1002/mus.24223.

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8

Prasad, Y. V. S. N., and S. Narasimha Rao. "Pullout behaviour of model pile and helical pile anchors Subjected to lateral cyclic loading." Canadian Geotechnical Journal 31, no. 1 (February 1, 1994): 110–19. http://dx.doi.org/10.1139/t94-012.

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This paper presents the effect of lateral cyclic loading on the pullout capacity of model and helical piles in clayey soil. The tests were conducted on short rigid model piles in the laboratory in three phases, namely lateral static load tests, lateral cyclic load tests, and vertical pullout tests. From the test results it was found that the lateral cyclic loading affects the pullout capacity of piles substantially. Reduction in pullout capacity mainly depends upon the lateral deflection of the pile during cyclic loading and the embedment ratio of the pile. This reduction in the pullout capacity of model piles is presented in terms of nondimensional parameters, viz., degradation factor, lateral deflection ratio, and embedment ratio of pile. However, in the case of helical piles under similar conditions, it was found that the lateral cyclic loading has very little influence on the pullout capacity. The reasons for the better performance of helical piles over ordinary piles are explained. Key words : clay, degradation factor, helical pile, lateral cyclic loading, lateral deflection, Joading level, pile, pullout capacity.

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9

Agustino, Gregory, and Andryan Suhendra. "ANALISIS DEFLEKSI DAN KAPASITAS LATERAL TIANG TUNGGAL PADA TANAH KOHESIF DENGAN BERBAGAI JENIS KONSISTENSI TANAH." JMTS: Jurnal Mitra Teknik Sipil 3, no. 1 (February 25, 2020): 81. http://dx.doi.org/10.24912/jmts.v3i1.7056.

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There are 2 main elements on a foundation that must be retained from the structure above, the axial force and lateral force. The ability of the foundation to resist lateral forces and deflections that occur due to these forces can be measured by various methods, one of the methods that used in this case is the p-y curve method. In addition to soil types, the lateral capacity and lateral deflection of the pile are also affected by the consistency of the soil itself. Therefore, the writer wants to compare the lateral capacity and lateral displacement of the pile in clay with the consistency of soft, medium, and hard soils. The lateral capacity of medium clay has 100% greater capacity compared to soft clay. The lateral capacity of hard soil increase 600% greater than soft soil. The lateral capacity of the pile also varies with the depth of the pile reviewed. On soft and medium soils with a depth of 5 m the pile has an increase in lateral capacity of 12% to 17% when compared to the lateral capacity at a depth of 10 m. AbstrakPada suatu fondasi terdapat 2 elemen utama yang harus ditahan dari struktur di atasnya, yaitu gaya aksial dan gaya lateral. Kemampuan fondasi dalam menahan gaya lateral dan defleksi yang terjadi akibat gaya tersebut dapat diukur dengan berbagai metode, salah satu metode yang digunakan dalam penulisan ini adalah metode p-y curve. Selain jenis tanah, kapasitas lateral dan defleksi lateral tiang ini juga dipengaruhi oleh konsistensi tanah itu sendiri. Oleh karena itu, dalam penulisan ini penulis hendak membandingkan kapasitas lateral dan perpindahan lateral tiang pada tanah lempung dengan konsistensi tanah lunak, sedang, dan keras. Kapasitas lateral tanah lempung sedang memiliki kapasitas yang lebih besar 100% jika dibandingkan dengan tanah lempung lunak. Sedangkan kapasitas lateral tanah keras memiliki kenaikan kapasitas lateral mencapai 600% jika dibandingkan dengan tanah lunak. Kapasitas lateral tiang ini juga berbeda tiap kedalaman tiang yang ditinjau. Pada tanah lunak dan sedang dengan kedalaman tiang 5 m memiliki kenaikan kapasitas lateral sebesar 12% sampai 17% jika dibandingkan dengan kapasitas lateral pada kedalaman 10 m.

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10

Kaur, Amanpreet, Harvinder Singh, and J. N. Jha. "Numerical Study of Laterally Loaded Piles in Soft Clay Overlying Dense Sand." Civil Engineering Journal 7, no. 4 (April 1, 2021): 730–46. http://dx.doi.org/10.28991/cej-2021-03091686.

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This paper presents the results of three dimensional finite element analysis of laterally loaded pile groups of configuration 1×1, 2×1 and 3×1, embedded in two-layered soil consisting of soft clay at liquid limit overlying dense sand using Plaxis 3D. Effects of variation in pile length (L) and clay layer thickness (h) on lateral capacity and bending moment profile of pile foundations were evaluated by employing different values of pile length to diameter ratio (L/D) and ratio of clay layer thickness to pile length (h/L) in the analysis. Obtained results indicated that the lateral capacity reduces non-linearly with increase in clay layer thickness. Larger decrease was observed in group piles. A non-dimensional parameter Fx ratio was defined to compare lateral capacity in layered soil to that in dense sand, for which a generalized expression was derived in terms of h/L ratio and number of piles in a group. Group effect on lateral resistance and maximum bending moment was observed to become insignificant for clay layer thickness exceeding 40% of pile length. For a fixed value of clay layer thickness, lateral capacity and bending moment in a single pile increased significantly with increase in pile length only up to an optimum embedment depth in sand layer which was found to be equal to three times pile diameter and 0.21 times pile length for pile with L/D 15. Scale effect on lateral capacity has also been studied and discussed. Doi: 10.28991/cej-2021-03091686 Full Text: PDF

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11

Shi, X., and R. Richards. "Seismic bearing capacity with variable shear transfer." Bulletin of the New Zealand Society for Earthquake Engineering 28, no. 2 (June 30, 1995): 153–63. http://dx.doi.org/10.5459/bnzsee.28.2.153-163.

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The seismic degradation of bearing capacity for drained soils is shown to depend primarily on two factors related to earthquake acceleration: (a) the lateral inertial forces in the structure transmitted as shear at the foundation-soil interface and (b) the lateral body forces in the soil itself. Both induce shear stresses using up the reserve strength of the soil to carry the footing load. During those short periods when this reserve strength provided by the static design factor of safety is exhausted, the footing settles and moves laterally. Solutions for this seismic limit state defining the critical acceleration at which it occurs are determined for any value of shear transfer first by the "exact" method of characteristics and then by a simple Coulomb-type approximate mechanism. Expressions for seismic bearing capacity factors that are directly related to their static counterparts are nearly identical by either method. Thus a straightforward sliding block procedure based on the Coulomb mechanism with examples is presented for computing accumulating settlements due to the periodic loss of bearing capacity. Conversely, this approach leads to a modified static design procedure for shallow footings to limit seismic settlements in a prescribed earthquake intensity zone.

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12

Hanis, Tomás, and Martin Hromcík. "Lateral control for flexible BWB high-capacity passenger aircraft." IFAC Proceedings Volumes 44, no. 1 (January 2011): 7233–37. http://dx.doi.org/10.3182/20110828-6-it-1002.00427.

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13

Pender, Michael, and Peter Rodgers. "Ultimate lateral capacity of timber poles embedded in clay." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 169, no. 2 (April 2016): 175–86. http://dx.doi.org/10.1680/jgeen.15.00037.

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14

Haiderali, Aliasger, and Gopal Madabhushi. "Improving the lateral capacity of monopiles in submarine clay." Proceedings of the Institution of Civil Engineers - Ground Improvement 169, no. 4 (November 2016): 239–52. http://dx.doi.org/10.1680/jgrim.14.00039.

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15

Nie, Jian-Guo, Li Zhu, Jian-Sheng Fan, and Yi-Lung Mo. "Lateral resistance capacity of stiffened steel plate shear walls." Thin-Walled Structures 67 (June 2013): 155–67. http://dx.doi.org/10.1016/j.tws.2013.01.014.

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16

Georgiadis, K., M. Georgiadis, and C. Anagnostopoulos. "Lateral bearing capacity of rigid piles near clay slopes." Soils and Foundations 53, no. 1 (February 2013): 144–54. http://dx.doi.org/10.1016/j.sandf.2012.12.010.

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17

Bernard, E. S. "Lateral load capacity of single bolts connecting plywood plates." Australian Journal of Structural Engineering 5, no. 3 (January 2004): 171–84. http://dx.doi.org/10.1080/13287982.2004.11464936.

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18

Prasad, Yenumula V. S. N., and T. R. Chari. "Lateral Capacity of Model Rigid Piles in Cohesionless Soils." Soils and Foundations 39, no. 2 (April 1999): 21–29. http://dx.doi.org/10.3208/sandf.39.2_21.

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19

Prakash, Chandra, and Vvgst Ramakrishna. "Lateral Load Capacity of Underreamed Piles—An Analytical Approach." Soils and Foundations 44, no. 5 (October 2004): 51–65. http://dx.doi.org/10.3208/sandf.44.5_51.

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20

Chen, Yit-Jin, and Yun-Hsuan Lee. "Evaluation of Lateral Interpretation Criteria for Drilled Shaft Capacity." Journal of Geotechnical and Geoenvironmental Engineering 136, no. 8 (August 2010): 1124–36. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0000325.

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21

To, Albert C., Helmut Ernst, and Herbert H. Einstein. "Lateral Load Capacity of Drilled Shafts in Jointed Rock." Journal of Geotechnical and Geoenvironmental Engineering 129, no. 8 (August 2003): 711–26. http://dx.doi.org/10.1061/(asce)1090-0241(2003)129:8(711).

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22

Pedram, Behrang. "Ultimate lateral capacity of single piles in cohesionless soils." Journal of Ocean Engineering and Marine Energy 7, no. 3 (June 1, 2021): 305–25. http://dx.doi.org/10.1007/s40722-021-00193-z.

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23

Du, Guangyin, Anhui Wang, Liye Li, and Dingwen Zhang. "Calculation Approach for Lateral Bearing Capacity of Single Precast Concrete Piles with Improved Soil Surrounds." Advances in Civil Engineering 2018 (July 12, 2018): 1–12. http://dx.doi.org/10.1155/2018/5127927.

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Precast concrete (PC) piles with cement-improved soil surrounds have been widely used for soft ground improvement. However, very few calculation approaches have been proposed to predict the lateral bearing capacity. This study aims at investigating the lateral capacity of a single PC pile reinforced with cement-improved soil through a series of 3D finite element analyses and theoretical studies. It is revealed that application of cement-improved soil around the PC pile can obviously reduce the induced lateral deflections and bending moments in the pile and can significantly increase its capacity to resist lateral loading. To account for the reinforcement effect of cement-treated soil, a modified m approach is proposed by introducing a modified coefficient to enable the predictions of the lateral bearing capacity for such reinforced PC piles. It is revealed that the modified coefficient is approximately linearly related to the compressive bearing capacity of improved soil surrounds.

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24

Beckert, Mitch, Dylan Crebs, Michael Nieto, Yubo Gao, and John Albright. "Lateral patellofemoral ligament reconstruction to restore functional capacity in patients previously undergoing lateral retinacular release." World Journal of Clinical Cases 4, no. 8 (2016): 202. http://dx.doi.org/10.12998/wjcc.v4.i8.202.

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25

Shao, Wei, Dongyan Yang, Danda Shi, and Ying Liu. "Degradation of lateral bearing capacity of piles in soft clay subjected to cyclic lateral loading." Marine Georesources & Geotechnology 37, no. 8 (January 21, 2019): 999–1006. http://dx.doi.org/10.1080/1064119x.2018.1521486.

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26

Yang, Kuo-Hsin, Jonathan T. H. Wu, Rong-Her Chen, and Yi-Shou Chen. "Lateral bearing capacity and failure mode of geosynthetic-reinforced soil barriers subject to lateral loadings." Geotextiles and Geomembranes 44, no. 6 (December 2016): 799–812. http://dx.doi.org/10.1016/j.geotexmem.2016.06.014.

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27

Guan, Yu, Pei Song Liu, and Sheng Nan Song. "Finite Element Analysis on Seismic Behavior of Steel Frame-Steel Reinforced Concrete Lateral Resistance Wall Structure." Advanced Materials Research 919-921 (April 2014): 1003–6. http://dx.doi.org/10.4028/www.scientific.net/amr.919-921.1003.

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The ABAQUS finite element software is used to simulate the horizontal mechanical behavior of steel frame-steel reinforced concrete lateral resistance wall structure and analyze influencing factors. The parameters include the steel ratio of shape steel infill lateral resistance wall, the axial compression ratio of frame columns and the aspect ratio of lateral resistance wall. The results show that the lateral stiffness and carrying capacity of structural system raise as the steel ratio of shape steel infill wall increase. With the axial compression ratio of columns increase, structural system has little change in the lateral stiffness, while the bearing capacity decreases and the torsional constraint for the frame columns is enhanced gradually. With the aspect ratio of lateral resistance wall reduces, the lateral stiffness and bearing capacity of structural system increase, while the ductility decreases gradually.

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28

Prado, Néstor I., Julian Carrillo, Gustavo A. Ospina, and Dario Ramirez-Amaya. "Experimental assessment of I-shaped steel beams with longitudinal stiffeners under lateral-torsional buckling." DYNA 85, no. 207 (October 1, 2018): 278–87. http://dx.doi.org/10.15446/dyna.v85n207.71892.

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This study focused on the experimental assessment of the behavior of I-shaped steel beams with longitudinal stiffeners under the action of lateral-torsional buckling. Thirty-three IPE-140 steel beams with and without longitudinal stiffeners were tested under simple-support conditions with a laterally unbraced length ranging from 0.69 to 6.0 m. The stiffeners spacing was 0.42 m, which represented three times the depth of the section. The structural behavior of the beams is discussed in terms of their flexural capacity, the lateral displacement of the compression flange and the failure twist angle. The results showed that the use of longitudinal stiffeners increased the flexural capacity up to 82%, decreased the lateral displacement of the compression flange and the failure twist angle up to 72 and 90% respectively, with respect to the specimens without stiffeners.

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29

Gao, Xiao Juan, and Yue Hui Li. "Numerical Simulation of Squeezed Branch and Plate Pile Subjected to Vertical and Lateral Loads." Advanced Materials Research 926-930 (May 2014): 597–600. http://dx.doi.org/10.4028/www.scientific.net/amr.926-930.597.

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Based on the theoretical analysis results, the bearing behavior of squeezed and branch pile under vertical load and lateral load was analyzed in this paper. The mean works include the influence of vertical load on the pile lateral bearing capacity and influence of the lateral load on the vertical load bearing capacity. The factors influence the bearing capacity of pile such as elastic modulus of soil around and under pile bottom, pile length, plate position are also analyzed.

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30

Li, Feng, Shen Li, Guan Nan Wu, and Dong Wang. "Experimental Investigation on Four Types of Steel Plate Shear Walls." Applied Mechanics and Materials 166-169 (May 2012): 657–63. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.657.

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The overall seismic performance of steel plate shear walls, including unstiffened SPSW, cross-stiffened SPSW, and SPSW with opening, SPSW with slits and holes, under low cyclic loading were tested. Contrastive analyze their hysteretic curve, loading capacity, lateral stiffness, ductility and energy dissipation coefficient. Results indicate that the unstiffened SPSW seem to be with high resistance lateral stiffness and carrying capacity; however its hysteretic curve show pinch effect obviously. When cross-stiffener was set on unstiffened SPSW, the resistance lateral stiffness and loading capacity can be significantly improved. However, the pinch effect of hysteretic curve does not distinctly change. The resistance lateral stiffness and loading capacity of SPSW with holes and slits is lower, however hysteretic curve is full. In addition, the energy dissipation capacity and the phenomenon which the thin steel plate shear wall shows the zero stiffness even negative stiffness at the point of zero displacement under cyclic loading are dramatically improved.

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31

Wissam K. Al-Saraj, Dr, Dr Layth Abdulbari Al-Jaberi, Sahar J. AL-Serai, and . "Carbon Fiber Strengthening of Geopolymer Concrete Wall Panels with Iron Fillings." International Journal of Engineering & Technology 7, no. 4.20 (November 28, 2018): 399. http://dx.doi.org/10.14419/ijet.v7i4.20.26142.

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Wall is a vertical plate member resisting vertical (in-plane) or lateral loads. Load-Bearing walls were referred to RC wall panels which were commonly used as load-bearing structural members, braced and laterally supported by the rest of the structure, local materials such as Metakaolin and alkaline solutions are used to cast (600x400) mm reinforced concrete wall panels with 40 mm thickness. To find the ultimate bearing capacity and lateral deflection of wall panels. Seven specimens are divided in two groups to study the variation effect of iron filling (0, 0.5, 0.75 and 1.0)% and carbon fiber (225, 125 and 90 )mm spacing center to center of strips. The result shows that the maximum increasing are 17% and 14% for ultimate bearing capacity and cracking load of wall panels respectively, when iron filling is 1%. Also, the using of carbon fiber with 90 mm spacing center to center of strips leds to increasing in ultimate bearing capacity and cracking load by 31% and 7% respectively. Lateral deflection of wall panels was measured and compared with the reference wall to investigate the strengthening effect.

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32

Priestley, M. J. N. "Does capacity design do the job?" Bulletin of the New Zealand Society for Earthquake Engineering 36, no. 4 (December 31, 2003): 276–92. http://dx.doi.org/10.5459/bnzsee.36.4.276-292.

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Current provisions in the New Zealand Loadings code for dynamic amplification of moment and shear force in cantilever wall buildings are critically examined. Based on time-history analyses of six wall structures, from two- to twenty-storeys, it is found that higher mode effects are inadequately represented by either the equivalent lateral force or modal response spectrum design methods. The time-history results indicate that dynamic amplification is dependent on both initial period, and expected displacement ductility level. Two different methods for consideration of higher mode effects in cantilever walls are proposed. The first is based on a simple modification of the modal response spectrum method, while the second is appropriate for single-mode design approaches such as the equivalent lateral force method. Both are found to give excellent representation of expected response. It is shown that providing capacity protection at the design seismic intensity does not ensure against undesirable failure modes at intensities higher than the design level. This has significance for the design of critical facilities, such as hospitals.

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33

Martin, C. M., and M. F. Randolph. "Upper-bound analysis of lateral pile capacity in cohesive soil." Géotechnique 56, no. 2 (March 2006): 141–45. http://dx.doi.org/10.1680/geot.2006.56.2.141.

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34

Morris, Hayley, Arijit Sinha, and Byrne T. Miyamoto. "Technical Note: Lateral Connections and Withdrawal Capacity of Western Juniper." Wood and Fiber Science 50, no. 1 (January 30, 2018): 96–103. http://dx.doi.org/10.22382/wfs-2018-010.

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35

Jahandideh, Samad, Albert A. Taylor, Danielle Beaulieu, Mike Keymer, Lisa Meng, Amy Bian, Nazem Atassi, Jinsy Andrews, and David L. Ennist. "Longitudinal modeling to predict vital capacity in amyotrophic lateral sclerosis." Amyotrophic Lateral Sclerosis and Frontotemporal Degeneration 19, no. 3-4 (December 20, 2017): 294–302. http://dx.doi.org/10.1080/21678421.2017.1418003.

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36

Imperatore, S., and M. Kioumarsi. "Lateral displacement capacity of reinforced concrete elements damaged by corrosion." IOP Conference Series: Materials Science and Engineering 652 (October 29, 2019): 012032. http://dx.doi.org/10.1088/1757-899x/652/1/012032.

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37

Song, Xiaobin, and Frank Lam. "Stability Capacity and Lateral Bracing Requirements of Wood Beam-Columns." Journal of Structural Engineering 136, no. 2 (February 2010): 211–18. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000095.

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38

Cheng, Hu, Hong-Nan Li, and Dong-Sheng Wang. "Prediction for lateral deformation capacity of corroded reinforced concrete columns." Structural Design of Tall and Special Buildings 28, no. 1 (October 18, 2018): e1560. http://dx.doi.org/10.1002/tal.1560.

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39

Herbert, D. M., D. R. Gardner, M. Harbottle, and T. G. Hughes. "Uniform lateral load capacity of small-scale masonry wall panels." Materials and Structures 47, no. 5 (May 12, 2013): 805–18. http://dx.doi.org/10.1617/s11527-013-0092-7.

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40

Mandal, Bikash, Rana Roy, and Sekhar Chandra Dutta. "Lateral capacity of piles in layered soil: a simple approach." Structural Engineering and Mechanics 44, no. 5 (December 10, 2012): 571–84. http://dx.doi.org/10.12989/sem.2012.44.5.571.

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41

Mitchell, M. R., R. E. Link, Bing Wang, Xiaoqin Liu, and F. Lam. "Computational Modeling of the Lateral Load Transfer Capacity of Rimboard." Journal of Testing and Evaluation 36, no. 4 (2008): 101196. http://dx.doi.org/10.1520/jte101196.

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42

Calvo, Andrea, Rosario Vasta, Cristina Moglia, Enrico Matteoni, Antonio Canosa, Alessio Mattei, Claudio La Mancusa, et al. "Prognostic role of slow vital capacity in amyotrophic lateral sclerosis." Journal of Neurology 267, no. 6 (February 12, 2020): 1615–21. http://dx.doi.org/10.1007/s00415-020-09751-1.

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43

Zhao, Zihao, Dayong Li, Fei Zhang, and Yue Qiu. "Ultimate lateral bearing capacity of tetrapod jacket foundation in clay." Computers and Geotechnics 84 (April 2017): 164–73. http://dx.doi.org/10.1016/j.compgeo.2016.12.005.

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44

Zhang, Wei-min. "Ultimate Lateral Capacity of Rigid Pile in c–φ Soil." China Ocean Engineering 32, no. 1 (February 13, 2018): 41–50. http://dx.doi.org/10.1007/s13344-018-0005-1.

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45

Haiderali, Aliasger, Ulas Cilingir, and Gopal Madabhushi. "Lateral and Axial Capacity of Monopiles for Offshore Wind Turbines." Indian Geotechnical Journal 43, no. 3 (March 29, 2013): 181–94. http://dx.doi.org/10.1007/s40098-013-0056-4.

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46

Lee, Junho, and Charles P. Aubeny. "Lateral Undrained Capacity of a Multiline Ring Anchor in Clay." International Journal of Geomechanics 21, no. 5 (May 2021): 04021047. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0001995.

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47

Hu, Ye, Magdi Mohareb, and Ghasan Doudak. "Effect of Eccentric Lateral Bracing Stiffness on Lateral Torsional Buckling Resistance of Wooden Beams." International Journal of Structural Stability and Dynamics 18, no. 02 (February 2018): 1850027. http://dx.doi.org/10.1142/s021945541850027x.

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An energy-based solution is developed for the lateral torsional buckling (LTB) analysis of wooden beams with flexible mid-span lateral bracing offset from section mid-height and subjected to uniformly distributed or mid-span point load. The study shows that such beams are prone to two potential buckling modes; symmetric or anti-symmetric. The symmetric mode is shown to govern the capacity of the beam for low bracing stiffness while the anti-symmetric mode governs the capacity when the bracing stiffness exceeds a threshold value. Using the present formulation, the threshold bracing stiffness required to suppress the symmetric mode and maximize the critical moments is directly obtained by solving a special eigenvalue problem in the unknown bracing stiffness. The technique thus eliminates the need for trial and error in standard solutions. A parametric study is conducted to investigate the effect of bracing height, load height, and bracing stiffness on the critical moments. A large database of runs is generated and used to develop simple expressions for determining the threshold bracing stiffness required to maximize the elastic LTB resistance.

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48

Lin, Cheng, and Randall Wu. "Evaluation of vertical effective stress and pile lateral capacities considering scour-hole dimensions." Canadian Geotechnical Journal 56, no. 1 (January 2019): 135–43. http://dx.doi.org/10.1139/cgj-2017-0644.

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Determination of vertical effective stress along piles is an essential part of calculation of both pile axial and lateral capacities under scour conditions. However, the current design manuals including those from the US Federal Highway Administration (FHWA) and American Petroleum Institute (API) recommend different methods for calculating vertical effective stress. Moreover, they are effective only for restricted scour-hole dimensions. This study presents an improved closed-form solution that allows estimation of the vertical effective stress for a wide range of scour-hole dimensions including scour depth, width, and slope angle. Using the improved analytical solution for stress, API p–y curves for sand were modified to compute pile lateral capacity at different scour-hole conditions. Based on a series of parametric analyses for laterally loaded piles in sand, errors of calculation using the existing methods were quantified and a simplified method was proposed for practical applications. Effects of different scour-hole dimensions on both vertical effective stress and pile lateral capacity were also discussed.

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49

Zhang, Xiaoyong, Chang Xia, and Yu Chen. "Research on nano-concrete-filled steel tubular columns with end plates after lateral impact." REVIEWS ON ADVANCED MATERIALS SCIENCE 60, no. 1 (January 1, 2021): 553–66. http://dx.doi.org/10.1515/rams-2021-0044.

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Abstract This paper presents thirteen square columns to study the behavior of nano-concrete-filled steel tubular columns with end plates after lateral impact. The failure modes of the square columns subjected to lateral impact damage or not subjected to lateral impact damage were compared. The lateral impact loading height, steel tubular thickness, and column height were set as the test parameters in these tests. The effects of test parameters on the ultimate capacity, initial stiffness, and ductility of columns are discussed in this paper. The bearing capacity of square columns is decreased because of the lateral impact loading which can also be concluded from the test results. And with the steel tube thickness increasing, the bearing capacity and initial stiffness of columns are increased and ductility has no obvious change. However, with the column height increasing, the bearing capacity and stiffness of columns are decreased and ductility is increased. Furthermore, the strain development of the columns under axial compressive loading is also discussed in the paper. The results indicated that the corner of the square column is more easily damaged under compressive loading. According to the test results, the calculated formula is proposed to predict the ultimate capacity of nano-concrete-filled steel tubular columns with end plates after lateral impact. The calculated results have a good agreement with the test results.

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50

Subhi, Azhar, and Hassan O. Abbas. "Influence of Spacing and Cross-Sectional Shaft of Screw Piles Group on Lateral Capacity." Diyala Journal of Engineering Sciences 14, no. 1 (March 15, 2021): 108–14. http://dx.doi.org/10.24237/djes.2021.14110.

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Although there are several high-capacity screw piles in use currently, there are few studies on their lateral performance. The aim of this study is to investigate the lateral behaviour of several models of screw pile group (1×2), (2×1), and (2×2) embedded in soft clay and extended to stiff clay under lateral static load. Three spacing between pile (1.5, 3, and 4.5) Dh (helix diameter) with a shaft diameter of 10 mm, single and double helix, and embedded length ratio L/d 40 were used. The results showed that increasing the number of the piles in the group had a larger effect, the lateral resistance of group (2×2) increase to about (2.5 and 3.2) times more than groups (2×1) and (1×2) respectively. While the increase of pile spacing in the groups from (1.5 Dh) to (3 and 4.5 Dh) increases the lateral resistance about 6-23% and 16-52% respectively. Also, the result showed that the screw pile with double helix gives an increase in lateral resistance about 3-8% from the single helix.

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