Badar (BAZ)

Musht has given you most fitting answer.

I don't know that anybody would have done the research in that much detail,I am talking about reason for concrete splitting in horizontal or vertical direction, because we dont need to get into this detail. Important thing is to insure that bond is there between concrete and rebar. Few things that can be done during construction are compaction to avoid segregation, making sure that rebar is deformed, development length of rebar is provided according to drawings, spacing of transverse rebars and concrete cover is according to drawings.

who told you that concrete in beams has one mode of failure (you must have heard terms like crushing , compression, tension, shear, torsion and splitting of bond between concrete and rebar) and what rebars are you referring to. please explain. Your question is all over.

why was this thing moving up and down? It seems wind was trying to move horizontal members up and and vertical supports were pulling it back but how is wind able to generate such force on this thinner surface area. Shear failure of connections must have triggered the fall of Sign board.

drawing is unclear as is your question. For me it seams like top reinforcement has been provided on all four sides at the spacing of half of bottom reinforcement.

Beam can be loaded at bottom, imagination respects no boundaries.One condition is of inverted T-beam. Why is critical section for shear at a distance 'd' from the face of support for other cases? if you can answer it than you can answer your own question. It is because shear crack develops at least at a distance d from support in other cases but it is not the case in this particular condition.

WISH YOU A HAPPY EID DAY.

I need to dig again not sure about load combination but I think you are right about only considering EQX and EQY with eccentricity.

Yeah, except Ig=0.5 for beam is not correct value for checking drifts against wind loading. It will overestimate drifts; 1.0 (for beams) is allowed by code but one can use value closer to one, like 0.8 to have conservative estimates of drifts. Drifts should be checked against all load cases involving lateral loads (9-3 to 9-7 which ever is applicable).

Idea is to use the stiffness properties of crossection based on its expected behaviour in particular situation, as mentioned in commentary. Commentary gave the example of analysis under wind and earthquake situations. In case of wind structure is intended to remain elastic under service loads so use properties based on gross crossection or 1.4 times the reduced crossection properties which are based on section 10.10.4.1) In case of earthquake reduced crossection properties are required at service level to estimate drifts and related p-delta/second effects. So in case of wind load you can check drifts based on gross crossection properties against unfactored loads. But P-delta effect may dictate final configuration of member and for that reduced crossection properties are needed. Remember P-delta effect is increased in the values of moments and shear forces due to gravity loads acting on deformed member shape. P-delta analysis estimates the increase in these values. Another situation where one must use reduced properties is long term deflection of flexural members.

first point: Both methods addresses same behaviour. Moment magnification is a term used when we are taking second order effects due sway of structural system while elastic second order method(Euler) addresses slenderness of individual members. ACI code directs us to reduce stiffness of members when computing forces due to second order effects so ETABS requires us to specify stiffness modifiers and then it can calculates theses effects . Second point: Code uses Stability Index or Pu/Pc as tool to estimate magnified moments and second order effects can still be there in braced frame as there might be some slender member (Euler's equation is used in that case). Third point: Yeah one must check for slender members. I think, limiting values for drift control are not there to control structural damage instead they are for non structural damage(citation needed): hence it does not mean that there are no second order effects. Cant comment on remaining material.

Pantheon is a building in Rome built at about 126 AD. It has world's largest un- reinforced concrete dome in the world. I am amazed to know that Romans were able to built a dome of such scale without any reinforcement , a feat that few will dare to attempt now. It has a diameter and height equal to 142 ft(43m). This building is in continuous use since 7 century.

Temperature and shrinkage are source of tensile stresses so reinforcement is need to arrest cracks.

You have provided answer in attached photos. In every structural engineering we develop mathematical relations with describes the real structure and those equations are solved for equilibrium. If you are not sure as to how you will mathematically formulate this simple problem of statics , then you have a long long way to go in this field.

What is purpose of this? what is here to solve?

Is it better substitute for Tunnel. I think it depends upon the length of road for which excavation was needed,technical expertise, depth of proposed road and geological properties of that rock. Tunnel boring machine could have done this job but it's costs are much higher than the method they have used(drill and blast). Reminds me of one of the Need for Speed track

There are two theories for finding earth pressure, Rankine and Coulomb. Rankine is for friction less wall were as Coulomb considered friction between wall and backfill. So it does not make any difference if one computes forces based on widely used Rankine's theory.

Wrong question. They don't need comparison and there is no question of superiority.

TENSION or COMPRESSION; is the only way to resist load. Rest all is symbolic.

Man without inspiration is like a blind without any assistance, stumbling all along the way.

I suggest to perform manual calculation for column of this OHWT for static/dynamic case. Compute compression load that it need to support and select x-section shape to avoid buckling under that compression load. After that, you can easily compute the maximum earthquake force for SDOF subjected to particular ground acceleration (Anil K chopra's book) . Use compression load and horizontal force for shaping final xsection of column. Then you can move to tank part. One way is to divide that part into inclined beams and one way slab.You will also need to take close looak at UGWT because its roof beams as well as foundation slab will transfer forces upper part to soil. You should also run it on etabs for counter check as well as consult senior engineer.

Yeah, Funnel shaped overhead tank ,supported on box/tubular column, is a possibility. An ideal single degree of freedom system for dynamic analysis.

Its a good idea, go for it. These tablets with less computing power may go out of market in three years as Microsoft plans to launch tablet which will perform fucntions of a laptop. So people will be able to install structural softwares.Applications could prove very useful in smartphones.

What is your target brand ? There are variety of screen sizes,processing capabilities and resolution available in android.

What kind of structural application you intend to develop. Price will depend on its usability.