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actually it is SDC D, 2 stories PEB building so i should use the special moment frame since ordinary is only applicable to the one story. however, the contractor is proposing to use a lower R and design for higher forces cz in PEB building, achieving a compact section is hard to achieve.

Hello, Does the ASCE7 or IBC anywhere mention that instead of using the special moment frame, we can use the ordinary or intermediate moment frame if we use a lower value of R and therefore, design for higher forces ? Does anyone know if such thing is allowed by the code or not ?

Thank you guys for your input.

Thanks Hurtakak. However the procedure you mentioned is known. My question is the following. If the column is centered on a single foundation and the distance from column face to the foundation edge is less than 4 x foundation thickness you can't check 2 way punching at d/2. So how do you make...

Thank you guys. If the column is resting on a single foundation, and the total dimension of the foundation is less than 8x foundation thickness + the column thickness in the 2 directions, how is the critical perimeter computed then ?

hi all, In the punching shear calculations for a suspended slab, a column near a discontinuous edge is considered interior if the distance from the face of column to the edge exceeds 4 x slab thickness. Is the same applied for column resting on a foundation ? Should the foundation be equal...

500x500mm

thank you hturkak. So i need to design the column as special column and not only adopt the reinforcemeent arrangement of SMRF ? the problem i am facing with the SMRF is that the columns are quite big for one story (i am still getting an overstressed joint shear even with column 500x500). Is it...

hello, i have a one story builidng which i am investigating if a cantilevered column system is better than special moment frame. the seismic design category is D. i guess no requirement for beam column joint. asce7-10 specifies that it must be detailed to fit the requirements of SMRF. Does...

So whenever you have flat slab, even with assigning only in plane stiffness, will you still need to detail your slab in terms of chords, collectors and anchorage to the vertical elements?

Thank you guys. In a moment resiting frame, ignoring the slab out of plane stiffness is totally OK right ? So no need to detail the diaphragm slab correct ? Assuming another scenario, If beams are omitted, is it still OK in assuming the slab as a membrane ( transferring only in plane forces...

hi all It will be the first time I use the special moment frame in order to stabilize the building consisting of 2 floors I am working on. I am reading some literature about this topic. One of the questions which comes to my mind: If there is a possibility to add some walls here and there, will...

thanks a lot for our answers. yes I worked in the construction field for 3 years as supervision and coordination. Main segment of construction I would like to tackle it is buildings. When looking at the job responsibilities, many of the required points for the job are like Chinese for me but...

Hello I am a structural engineer with an experience of 10 years. I would like to shift my career towards construction management. However, all the opportunities found require 10+ and 15+ years of experience in the field. My question where should I start? And is such transition possible ? Will...

ok thank you for your answers. so if I understand well, the ratio of 1.4 is for the general structure. i am asking this because the new version of Etabs calculates the moment magnification factor delta-ns and displays a warning message stating that it exceeds the limit of 1.4.

Hello, i would like to have your opinions regarding section 10.10.2.1 of ACI318-11 where it states "Total moments inluding second-order effects in compression members , restraining beams, or other structrural members shall not exceed 1.4 times the moment due to the first order effects" if it...

I agree but there is a recommended safety factor of 2 which u divide by your modulus of rupture. 2 permits unlimited traffic load on your slab.

hi retired13. why isnt it a wise choice ? the slab thickness is appropriate to handle the corresponding load caused by the forklift and the top reinforcement is placed in the upper half to reduce the shrinkage / thermal stresses along with contraction joints.

Hello, I am designing a slab on grade of an industrial warehouse where some high uniform loading will be located and forklift circulation is expected daily. The slab on grade is 100x100 meters and will be separated from the concrete pedestal by isolation joints. The concrete pedestals are...

Thank you agent666 Kootk so do u waive the code requirement or u stick to it ? Personally I will always stick to it but I see lot of people which are aware of this section but dont consider it stating that waiving this section will result in some minimal torsional cracks which would be hidden...