Name Email Website Save my name, email, and website in this browser for the next time I comment.Gaylord, Charles N.Gaylord, 5th Edition Practical Channel Hydraulics by Hazlewood, Caroline, Knight, Donald, Lamb, Rob; Samuels, Paul Shiono, Koji, 2nd Ed.BIM for Design Firms: Data Rich Architecture at Small and Medium Scales by Franois Lvy, Jeffrey W.
Canadian Foundation Engineering 2013 Manual Book ByCanadian Foundation Engineering 2013 Crack Ruben AtiwenAdams admin on CSI ETABS Ultimate 18.1.1 CSI Detail 18.0 Build 1034 x64 Crack (Activation File) admin on Esri ArcGIS Desktop 10.7.0.10450 Crack Ruben Atiwen on Esri ArcGIS Desktop 10.7.0.10450 Crack bilal nisar on CSI ETABS Ultimate 18.1.1 CSI Detail 18.0 Build 1034 x64 Crack (Activation File) Syed Mubarik on The Structural Engineers Professional Training Manual Book by Dave K. We always emphasize finalizing drawings with construction procedures in mind. ![]() In 1976, the Canadian Geotechnical Society assumed responsibility for the Manual and placed it under the Technical Committee on Foundations. This coinmittee revised the 1975 draft and published in 1978 the first edition of the Canadian Foundation Engineering Manual, which incorporated suggestions received on the 1975 draft. Technical report. Geotechnical engineering report CR86-1. U.S. Army Engineer Waterway Experiment Station, Vicksburg, Miss. Google Scholar Rahmani A, Taiebat M, Finn WDL. Sajjad Fayyazi, Mahdi Taiebat, W.D. ![]() Corresponding author: Mahdi Taiebat (e-mail: mtaiebatcivil.ubc.ca ). Published on the web 13 March 2014. Canadian Geotechnical Journal, 2014, 51(7): 758-769, Abstract The lateral response of piles embedded in soil is typically analyzed using the beam on nonlinear Winkler springs approach, in which soilpile interaction is modeled by nonlinear p y curves (where p is soil resistance and y is horizontal displacement). In this approach, one of the most common methods of accounting for interaction effects in pile groups is to modify the single pile p y curves using a p -multiplier for each row of piles in the group, with higher values for leading row and lower values for trailing rows. The leading and trailing rows interchange during seismic loading; therefore, sometimes an average p -multiplier is used for all piles in the group. This average p -multiplier is called the group reduction factor. Canadian Foundation Engineering 2013 Free Pile HeadGroup reduction factors have been established from experimental data from static loading tests on small pile groups, mostly 3 3 groups with free pile head conditions and center-to-center pile spacings of about 3 pile diameters. In this paper, continuum simulations are used to study the group reduction factors in 3 3 to 6 6 square pile groups subjected to static loading. The study includes the effects of various parameters, including pile spacing, pile head condition, and the friction angle of soil, on the group reduction factors. Calculated group reduction factors from this study compare well with available group test data, that is, typically small pile groups. However, the study shows that design guidelines such as the American Association of State Highway and Transportation Officials (AASHTO) and Federal Emergency Management Agency (FEMA) P-751 overestimate the group reduction factors, hence the lateral resistance, in larger pile groups and larger spacings, especially for fixed pile head conditions. Google Scholar Brown, D., and Shie, C.-F. ![]() Geotechnical Engineering Congress. ASCE. Vol. 1, pp. Google Scholar Brown DA, Reese LC, ONeill M. Journal of Geotechnical Engineering 113 (11): 1326-1343 Crossref, Google Scholar. Technical Report NCHRP Report No.461. National Cooperative Highway Research Program, Washington, D.C. Google Scholar Christensen, D.S. Full scale static lateral load test of a 9 pile group in sand. Google Scholar Dodds, A.M., and Martin, G.R. Modeling pile behavior in large pile groups under lateral loading. The Multidisciplinary Center for Earthquake Engineering Research (MCEER), Buffalo, N.Y. Google Scholar FEMA. Foundation analysis and design. FEMA P-751. In NEHRP recommended provisions: design examples. National Institute of Building Sciences, Building Seismic Safety Council, Washington, D.C., chapter 5. Google Scholar Hannigan, P., Goble, G., Likins, G., and Rausche, F. Design and construction of driven pile foundations. Federal Highway Administration, U.S. Department of Transportation, Washington, D.C. Google Scholar Huang A, Hsueh C, ONeill MW, Chern S, Chen C. Journal of Geotechnical and Geoenvironmental Engineering 127 (5): 385-397 Crossref, ISI, Google Scholar. Itasca. 2009. FLAC: Fast Lagrangian Analysis of Continua in 3 Dimensions. Version 4.0. Itasca Consulting Group, Inc., Minneapolis, Minn. Google Scholar Larkela, A. Modeling of a pile group under static lateral loading. Journal of Geotechnical and Geoenvironmental Engineering 127 (10): 889-892 Crossref, Google Scholar. Journal of Geotechnical Engineering 121 (5): 436-441 Crossref, Google Scholar. Journal of Geotechnical and Geoenvironmental Engineering 124 (10): 1016-1026 Crossref, ISI, Google Scholar. Morrison, C., and Reese, L.C. Lateral-load test of a full-scale pile group in sand. Technical report. Geotechnical engineering report CR86-1. U.S. Army Engineer Waterway Experiment Station, Vicksburg, Miss. Google Scholar Rahmani A, Taiebat M, Finn WDL.
0 Comments
Leave a Reply. |
AuthorWrite something about yourself. No need to be fancy, just an overview. ArchivesCategories |