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no. read soil mechanics abt angle of backfill. open chap 17 of concrete design by nilson 13th edition

I havent seen any books that people use in design office. The firm I work for has the in-house tutorials that help new people start.

yar an engineer is a perfect engineer if he as command at site as well as design. Site is an importnt aspect of engineer life without site experience an engineer wiil never understand the problems that are faced at the site moreover an engineer with a degree is useless at site if he cannot design the thing what he is executing. secondly a design engineer should be a practical design engineer and tell you what a person has more value in the field if he also knows how to design because then no jack and jill can challenge him that he is doing wrong because he will be knowing the structural aspects and behaviour of the thing he is executing that we study in our degree as per well defined acceptable codes and practice. Working at site broadens your mind and you clearly understand what you are designing. there is a difference between plotting a line for a beam on paper and executing a beam on field the point is that your perspective should be crystal clear and regarding difference sir baz is rt the question can be asked what is a difference between a diploma site engineer and degree site engineer. A degree holder must knw what he is doing to mark a line if you dnt knw this then you have wasted your sixteen years. I must also tell you one more thing that a good designer can never manage a good site and a good field engineer can never be a good designer and once you merge up both qualities into one then that is called an engineer and a true engineer is rare to find out but its not difficult to become one though it takes time. And time is all that we dont give. And a good engineer is a good consultant and can be relied on to take advice.

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i was making load combinations for descon new project. it was strange when i found out they are unaware of vertical component of earthquake. Except one project they don't take this. further more they are also unaware of special seismic combinations. but one thing is encouraging tht they most deal with steel structures and when we use ASD Ev is zero. This clause has saved them till yet

There are 2 things.. First, the 1/3 rd stress increase for soil pressures shouldn't be taken for granted, and shall only be be used after due consultation with the geotechnical engineer. I dont have a code reference for 33% thing but if It isn't mentioned in the code, it is commonly allowed by the Geotech engineer. The following note is from the geotech report for a current project. "The net allowable bearing pressure may be increased by one-third for transient wind or seismic loads." Second, Another possible alternative would be to reduce forces and have a economical design , The 25% reduction applied to the overall overturning moment at the base of the structure due to lateral seismic forces (talking about the big picture here - not moment on an individual footing). As the structure overturning moment is generally resolved into a force couple in braced frames or individual moments in footings, I read this as allowing a reduction in either the force couple or the individual moments for design, both strength and stability, of the footings. As basis see the 2009 NEHRP Provisions which basically provide a commentary to ASCE 7-2005 (downloadable - big file - here: http://www.fema.gov/...cord.do?id=4103) which says for this provision (emphasis added): C12.13.4 Reduction of Foundation Overturning. Since the vertical distribution of forces prescribed for use with the equivalent lateral force procedure is intended to envelope story shears, overturning moments are exaggerated. (See Section C12.13.3.) Such moments will be lower where multiple modes respond, so a 25 percent reduction is permitted for design (strength and stability) of the foundation using this procedure. Note:This 25% reduction is for seismic only.