In the context of the NLA development, Airbus Industrie proposed the A380 program, an aircraft whose mission is to transport 555 Pax over 7920nm (A380-800). The aircraft sets the standard for new Code F airports (80m wing span, Landing Gear (L/G) Outer Wheel Span >14m) and will feature 20 or 22 Main Landing Gear wheels for MTOW ranging from 560t to 600t with development potential beyond 640t. The issue of pavement compatibility was considered to be fundamental to the programme, especially as the current ACN/PCN method, was shown to have reached its limit of reability with the unpredicted failures of pavements subject to 6 wheel bogie loads. The pavement designers from Airport and Airforce Bases Engineering Dept. (Direction Générale de l’Aviation Civile - Service Technique des Bases Aériennes DGAC-STBA), ICAO ACNSG European voting member, the pavement structure and materials experts (French Laboratory for Civil Engineering – Laboratoire Central des Ponts et Chaussées LCPC) and the European aircraft manufacturer AIRBUS INDUSTRIE felt the need for an ambitious research program aiming at defining more accurate pavement design methods.
AIRBUS INDUSTRIE set up in partnership with STBA and LCPC the experimental part of this research via the A380 Pavement Experimental Program to be able to bring in the pavement compatibility issue into the Landing gear (L/G) configuration selection decision process.
DIRECT LINKS
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Tokimatsu, K., S. Tamura, and H. Kojima, 1992,
Effects of multiple modes on Rayleigh wave dispersion characteristics:
Journal of Geotechnical Engineering, 118, 1529–1543.
Zhang S. X. and Chan L. S., 2003
Possible effects of misidentified mode number on Rayleigh wave inversion
Journal Applied Geophysics 53, 17– 29
Song X, Hanming G, Jiangping L and Xueqiang Z., 2007
Estimation of shallow subsurface shear-wave velocity by inverting fundamental and higher-mode Rayleigh waves
Soil Dynamics Earthquake Engineering, 27, 599–607
FIB 14: Externally bonded FRP reinforcement for RC structures
Format:PDF | Publisher: FIB - The International Federation for Structural Concrete (fib - fédération internationale du béton) | Year: 2001 | pages: 138 | ISBN: 978-2-88394-054-3
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PDF|RAR 3.54|3.34 MB
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Ultimate Strength of Eccentric Welded Connection Subjet to Shear and Moment
Author: M. N. El-Atrouzy | Size: 1.71 MB | Format:PDF | Publisher: Concrad P. Heins -Civil Engineering for Practicing and Design Engineers- | Year: 1982 | pages: 117-121
The ultimate strength capacity of eccentric welded web bracket may be controlled by one of the following:
(1) Elastic buckling of the web bracket along the free diagonal edge if thickness of that web plate is too small. This was investigated theoretically and experimentally by Salmon (3, 4).
(2) Yielding along the free diagonal edge prior to buckling, at which redistribution of stress occurs. In this case plates would have considerable post buckling strength.
(3) Failure of welds due the combined action of shear and moment.
This paper deals with the las type of failure when it controls the ultimate strength of such connections.
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The 4th Edition has been rewritten and expanded. It represents a major revision and update of the 1996 publication.
The Recommendations detail the current state of practice in the application of permanent and temporary prestressed rock and soil anchors utilizing high strength prestressing steel, and provide practical guidance for design, installation and testing. These Recommendations supersede the 1996 Edition and include major revisions in the requirements for:
·Corrosion Protection ·Grouts and grouting activities ·The use of epoxy-coated strand Additionally, numerous changes have been made to further enhance the understanding of anchor technology
This manual represents the current state of practice in the application of permanent and temporary prestressed rock and soil anchors using high-strength prestressing steel. The recommendations provide practical guidance for the design, installation, and testing of grouted prestressed rock and soil anchors.
These recommendations supersede the 1996 edition and include major revisions in the requirements for:
–Corrosion protection;
–Grouts and grouting activities; and
–The use of epoxy-coated strand.
Additionally, numerous changes were made to further enhance the understanding of anchor technology.
This document is prepared by the PTI Committee for Prestressed Rock and Soil Anchors with input and review by the International Association of Foundation Drilling Anchored Earth Retention Committee.
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Author: J. J. Dongarra | Size: 2.08 MB | Format:DjVu | Publisher: Society for Industrial Mathematics | Year: January 1, 1987 | pages: 375 | ISBN: 089871172X
The authors of this carefully structured guide are the principal developers of LINPACK, a unique package of Fortran subroutines for analyzing and solving various systems of simultaneous linear algebraic equations and linear least squares problems. This guide supports both the casual user of LINPACK who simply requires a library subroutine, and the specialist who wishes to modify or extend the code to handle special problems. It is also recommended for classroom work.
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This is Section 6.3 of book entitled: Seismic design aids for nonlinear analysis of reinforced concrete structures written by Srinivasan Chandrasekaran, Luciano Nunziante, Giorgio Serino, Federico Carannante. This is very useful info in conducting pushover analysis of RC structures using SAP2000. It shoul be noted, after the procedures explained in this chapter, we just need 2 more steps for nonlinear time history analysis using SAP2000, i.e. specifying the input ground motion and time history definition in load case.
In this section, a detailed procedure to perform nonlinear static pushover analysis is presented. A five bay–ten story regular frame in reinforced concrete is considered as an example case. The building frame consists of structural elements as follows:
(1) 450 mm square RC columns, reinforced with 12Φ25 and lateral ties of 8 mm at 200 c/c; (2) 300 × 450 mm RC beam, reinforced with 4Φ22 as tensile and compression steel with shear stirrups of 10 mm at 250 c/c; and (3) 125-mm-thick RC slab. The concrete mix is M25 and the reinforcing steel used is high-yield-strength deformed bars, Fe 415. The building frame consists of 4 m bay width and 4 m story height, with no structural and geometric irregularities and assumed to be located in Zone V (IS 1893, 2002) with soil condition as “medium” type. Using the proposed expressions for P-M interaction and moment-rotation, presented in Chapters 1 and 2, respectively, beams and columns are modeled. Figure 6.7 shows the P-M interaction details for the beam hinges to be used in the model. The P-M interaction domains are traced using the summary of expressions given in Chapter 1. Figure 6.8 shows the moment rotation for the beam hinges, which are plotted using the expressions given in Chapter 3. Similarly, P-M interaction details and moment-rotation for column hinges are shown in Figures 6.9 and 6.10, respectively. The building frame is modeled in SAP2000, version 10.1.2 advanced, using the geometric and structural details as mentioned above. In the following section, a step-by-step approach for performing pushover analysis of the building model is presented.
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The link for full version of this book can be found in the following pezhmankhan's thread:
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