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It is applicable to SMRF i.e beams & columns and structural walls with their coupling beams.In general all members effective in resisting lateral force.

Assalam-o-alaikum! Umair is right. According to ACI 318-11 Section 21.1.4.1, the requirements of section 21.1.4 apply to special moment frames, special structural walls and all components of special structural walls, including coupling beams and wall piers. Since slabs and footings are not mentioned, probably 2500 psi concrete (minimum as per ACI section 1.1.1) may be used for these elements. However, according to ACI section 4.1.1, minimum value of specified concrete compressive (fc′) shall be the greatest of the values required by following three criteria: a. ACI section 1.1.1 requirement i.e., 2500 psi minimum b. Requirement for durability, as per ACI Chapter 4, and c. Actual requirement, from structural strength point of view As such, most likely 3000psi may be likely choice in many cases. On the other hand, use of 2500 psi and 3000psi concrete for most of the small scale projects might not result in appreciable saving in the project cost. From construction point of view also, it will generally be time saving and preferable to use concrete of one compressive strength, as compared to the opposite. Regards.

As Umar said the real response would stand somewhere in between a pin and fixed base, similarly extent of column fixity at base depends upon the rotational flexibility of foundation that depends on foundation stiffness and soil stiffness both. In general it can be said that for rigid raft foundations,foundation supported on stiff piles or basement walls this rotational stiffness is high and one can confidently assume fixity of column at base. But in conditions of individual footing pads on deformable soil,foundation could have considerable rotational flexibility and consequently assumption of fixed column base could show a considerable variance with respect to distribution of column moments on bottom storey i.e in such case column moments could be concentrated at top end of bottom most column rather than at base. Therefore, It is recommended to model the rotational stiffness of foundation rather than assuming fixity at base in cases of individual column pads on deformable soil to represent quite realistic partial fixity available at column base.This methodology can be seen in "Seismic design of reinforced concrete and masonary building by M.J.N Priestley" (page 466).

salam anypbody have modelled any building with structural concrete insulated panels in etabs?or used in research work.

I have to submit this week my assignment for finite element analaysis course. I have to make a FEM model for a deep beam with different support conditions and then verify. I want to know what are different verification methods i could use, and how? I mean how can I knw the non-linear distribution of stress and strain of deep beams, like in shallow beams it was Stress= My/I. Any suggestion for FEM model? I will be using LUSAS program. ( I dont know if the material is concrete...so dont want to use ACI theories..i just have E and other data)