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Agree that δns does not enter in sway procedure , however after calculating magnification for sway part we should calculate δns for ( Mns+δs*Ms) That is carried out using equation (10-12 ACI318-11) I always use k<= 1.0 for Pc that is logged in equation 10-12 , what shocked me that ACI...

Thanks Gents for your input , appreciated. I agree with Kootk first point for stability Check according to ASCE 7-10 being more stiffness of structure regardless magnitude of force and its directions. and it should be carried out on elastic member properties. However for seismic load...

Thanks Celt83 for your prompt reply , 1- I checked ASCE 7-10 Stability Coefficient equation (12.8-16) it has (Δ/cd) for displacement , so it means Elastic displacement(δe ) should be used for Stability Index (Q) 2- I agree with what you write there , however i was reviewing other engineers...

Hi All, I am referring to ACI 318-11 and same applicable to 2014 code version Two questions as follow 1-For Stability Index (Q)equation 10.10 , should Δo ( the first-order relative lateral deflection between the top and the bottom of that story ) be multiplied by Cd ( deflection amplification...

ECP -201 and ECP -203 to my knowledge are issued in Arabic only ECP-205 you can find it there http://www.hti.edu.eg/academic-files/Arabic/1672.pdf if you need Hard copy of the code you can get it from Ministry of Housing or any of Universities in Egypt regards,

i am doing modal analysis for one structure where i started by using eigen vector to define modes of vibration after running 150 modes , i captured only 70% of mass in X,Y and Rz direction with last mode = 0.08 second Thinking to shift from Eigen to Ritz vector as many articles recommend it...

Chapter 21 ACI 318 , does not apply to seismic design category A, B or C so you does not have to comply with boundary elements requirements or check the stress limit

Well Normally when you use compression reinforcement to increase tension , you have to make sure many other factors are satisfied,such as long term deflection. clear spacing between bars. congestion of reinforcement at column better to have a look on possibility of making the beam wider

Hi Gents, Does anyone know of tool/software for scaling time history data to match design response spectrum. i am talking about scaling over range of period for instance 0.2T to 1.5T as required by ASCE. Regards.

Generally i keep maximum clear spacing between rebar 200 mm for columns in addition to what JAE said

gotlboys, what is the seismic zone /classification for your building , which design code you use...

Hi All, Etabs 2015 has the option for assigning Wall Hinge which can be used in Performance based design . the problem i notes is what value is assign of reinforcement to the wall hinge , i always get Hinge PM interaction curve based on 0.4 % reinforcement , did anyone experience this problem...

ok , Please do this exercise which will answer your question Model 1: remove the ground floor walls Model 2: assign semi rigid diaphragm with ground floor walls Model 3: your current model compare RC walls, shear values between the three models

i have not seen any limitation in ACI 318 , whatever the way you model / reinforce it , you have to satisfy strength and buckling requirements. the number i use is length/thickness < 4 (Model as frame ) otherwise model as shell

A side note , have a look on fire rating requirements .from memory it is part of IBC my rule of thumb , width never less than 200mm (8 inches) for ease of construction placing reinforcement etc...

you do not have any spandrels in this sketch, you have wall +Column down and walla above . if you model Pier (wall) and stress level is reach rupture (cracking) then your modifiers are 0.35

Performance based design remains a vague part of structural engineering till the moment for most engineers ( i bet more than 90%) , if you need more information on that , you can read ASCE41-06 ( there i new edition 2013) and TBI 2010 I was looking for information about this topic in the forum...

Do you have basement walls at lower level? can you post elevation for shear force in wall

I would do the following, if the joint can not be in middle third of the span 1- Check shear friction and get reinforcement required ,this reinforcement is not added to what required for bending , you should use the bigger 2- Before second poor is cast , make sure surface is rough to...

Kootk , apologize for late reply as i was on business trip , i am now starting looking at this Non linear procedure , dark road but have to go through it . i am trying to use Etabs 2013 for that . sure , you can post your question if you need any assistance at time you start with non linear...