Theory and design of Structures

Difference between ES EN 1998:2015 and EBCS 8 based on the above discussion is: * The reference return period of design seismic action( acceleration) is 100 years according to EBCS 8 while ES EN 1998:2015 dictates 475 years as return period. The interpretation of this is as follows: *Design earthquake action according to EBCS 8 has 1/100(10%) probability of occurrence in any given year( within the 100 years period). *Design earthquake action according to ES EN 1998:2015 has 1/475 ( around 0.21%) probability of occurrence ( within the 475 years period). One thing that should be noted is that lower probability of occurrence should not be interpreted as low seismic action/event. @theoryanddesignofstructures

Seismic design to ES EN 1998:2015 (EUROCODE 8) ES EN 1998:2015 states the following fundamental requirements: Structures in seismic regions shall be designed and constructed in such a way that the following requirements are met, each with an adequate degree of reliability( ES EN 1998:2015, Art. 2.1): - No-collapse requirement : The structure shall be designed and constructed to withstand the design seismic action defined in section 3( ES EN 1998:2015, SECTION 3) without local or global collapses, thus retaining integrity and a residual load capacity after the seismic events. *The design seismic action is expressed in terms of a) The reference seismic action associated with a reference probability of exceedance, PNCR in 50 years or a return period, TNCR and b) The importance factor yi( gamma i) to take into account reliability differentiation * PNCR(IN 50 years)=10% and TNCR=475 years -Damage limitation requirement The structure shall be designed and constructed to withstand a seismic action having a larger probability of occurrence than the design seismic action, without the occurrence of damage and the associated limitations of use, the cost of which would be disproportionally high in comparison with the costs of the structure itself. * The seismic action to be taken into account for the "damage limitation requirement" has a probability of exceedance PDLR, in 10 years and a return period, TDLR. * In the absence of more precise information, the reduction factor applied on the design seismic action in accordance with 4.4.3.2(2)( ES EN 1998:2015) may be used to obtain the seismic action for the verification of the damage limitation requirement. *PDLR(in ten years)=10% and TDLR=95 years Definition of Terms: PNCR: reference probability of exceedance in 50 years of the reference seismic actions for the no-collapse requirement. TNCR: reference return period of the reference seismic action for no-collapse requirement. PDLR: reference probability of exceedance in 10 years of the reference seismic actions for damage limitation requirement. TDLR: reference return period of the reference seismic action for damage limitation requirement. @theoryanddesignofstructures

This book is a simple guideline to get used to Eurocodes(especially eurocode 2). It shows how different structural elements such as slab, beam, column, foundation pads and e.t.c. are designed in a flow charts and other simple tools. Recommended for students taking RCC courses and practitioners working on structural design. @theoryanddesignofstructures

Different Strength Classes With respective early age and standard strength. @theoryanddesignofstructures

👆 ✅The number "42.5" and the letter "R" together gives information about the strength class of cement. ✅The strength class of cement classifies its compressive strength at 28 days. @theoryanddesignofstructures 👇

The circled Number with the letter R in the picture 👆 What does it signify? @theoryanddesignofstructures

In this section the value of k for the calculation of l/d ratio was discussed. The values mentioned are wrong and please take the following corrections: K value for different support or structure systems 1. Simply supported:- 1 2. End span:-1.3 3. Interior span:- 1.5 4. Flat slabs:- 1.2 5. Cantilever:- 0.4 Thanks for commenting. @theoryanddesignofstructures