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EUROCODEInternational Symposium on Coding Theory and Applications
EUROCODEEuropean CSCW Open Development Environment
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[7.] Eurocode 7: Geotechnical Design-Part 3: Design by Field Testing; European Committee for Standardization, 1999.
Eurocode 3 specifies the same spacing and edge distance requirements as AISI, and recommends that all capacities be evaluated by testing, except for the bearing resistance capacity, which is specified for as outlined with the AISI bearing capacity provisions.
The mechanical properties of steel reinforcement are defined by Eurocode 2 [2], in which a set of empirical formulas were concluded to represent the temperature reduction of constitutive relationships.
It is even smaller than the accidental eccentricity which, according to the same provision of Eurocode 8, is 5% of the total length.
Several existing design codes, including the Australian design code AS 5100 (2004), American code AISC (2005), Chinese code DBJ 13-51 -2003 (2003) and Eurocode 4 (2004), are used to predict the column strength and are compared with the test results.
The solution of the approach is exemplarily shown in the following and compared to finite element analysis using shell elements (RFEM 5) as well as the solution gained by the method of effective widths for elastic shear lag according to Eurocode 3 (EN 1993-15: 2006 + AC: 2009).
This finding contradicts the result provided by [11] where stated that the compression strength of the structural specimen value has the good agreement between the compression strength provided in the DNA-ECS (Portuguese Nationally Determined Parameters of Eurocode 5) based on the small clear specimen.
When Equations (3 and 4) proposed by American Concrete Institute--ACI 318 (2014) and Eurocode 2 (2004), respectively, are employed to calculate the secant elastic modulus, the corresponding equations for [], shown in Equations (5 and 6), may be obtained from Equation (7).
The mechanical properties of soil and the ground type according to soil classification of Eurocode 8 [2] were derived from the following geological and geotechnical tests: (1) N.6 soil profile test, N.5 Standard Penetration Tests (SPT), and N.1 Down-Hole Test.
In order to evaluate the reasonableness of the equivalent static force as impact design force of AASHTO-LRFD, Eurocode 1, and JTG D60-2004, the peak impact force (PIF) from numerical results was converted into the equivalent static force (ESF), according to the equivalent displacement method; that is,
European Committee for Standardization prepared code Eurocode 8 (2006).
The transversal wind is assumed to blow from the left to the right which causes pressure on one side (Zone A) and suction on the other sides (Zones B and C) and the longitudinal wind is causing pressure and suction in five different zones (D, E, G, H, and I); both wind loads are calculated using Eurocode 1-4: Wind Actions [21].