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Dear All, As per commentary clause "ACI 318-08, R9.5 — Control of deflections" if you satisfy the minimum thickness requirements of clauses 9.5.3.1, 9.5.3.2, and 9.5.3.3 there won't be any need to control deflections!!! firstly, What sort of deflection it is referring to? immediate, long term...

Hello All, Do you know any shortcuts (prefereably Graphical Solution) to calculate the lateral sway of Vertical Bracing or Moment Reisiting Frames in low/medium rise buildings? I know I can calculate it with "Virtual Work Method" but this can be lengthy! Many Thanks,

Thanks all for your quick response: @a2mfk: so you think, I should put them near the end of each panel(say less than a foot)? @MiketheEngineer-: yes, the top chord is loaded (unifromly), so there ould be bendng moment on top chord member, so I presume I need to get it closer the area with less...

Hello All, I'd be grateful if you share some ideas regarding the best locations to introduce splice for bottom and top chord of a steel truss. Many hanks,

StructuralEIT, Just to add to valuable posts by WillisV and hokie66, if you build two models; one with floor plates included and the other one w/o floor plates; you will notice from reading the axial force in the peripheral columns that in the first model (i.e. floor plates included)you will...

WillisV, Thanks for your response. I was actually wanted to point out this phenomenon at the beginning of my thread, that when you define floor plates, it starts to engage peripheral columns as outrigger action and stiffening up the building. 1) I agree with your approach as to design the...

StructuralEIT, I apply the lateral loads on Diaphragm CM, either wind or seismic. I've also attached a section from "Reinforced Concrete Design of Tall Buildings by B. Taranath" that emphasizes on modelling the floor...

StructuralEIT, Thanks for your post. Since, the plates are modelled as shell elements, their presence in 3D model will enhance the lateral stiffness of the tower. I have set up two models: i)frames and shearwalls (i.e. w/o any fllor plate), which are part of the lateral stability system...

Dear All, I'm doing a lateral stability study on a 40 story building. Should I model RC floor plates in the lateral stability model? I know that there would be a beneficial effect by including the floor plate on lateral sway of the tower. But, is it a logical thing to do? many thanks.

Kellnerp, ETABS specificaly for structural engineering modelling . But, any general idea would be hlepful as well. thanks.

Hi Guys, I am sure you've come across coupled shearwalls. Does anybody have any idea how to model spandrel beams which couples the shearwalls by use of Rigid-Ended Beam Elements? many thanks, Sam

Hi Guys, As you might be aware, the recently designed SWFC (Shanghai World Financial Centre) Tower and CCTV tower in shanghai and beijing, have been studied through 1:50 and 1:35 scaled models on shaking table to predict a more realsitic behaviour of these structures under the earthquake. I was...

Asixth: thanks for the comment. What code r u using? paddingtongreen: the main technical authorities would be ETAG001, Annex C, ETA-02/0042 But gents the main issue is defining the modes of failure. HILTI and other technical literatures discuss mainly about partially peneterated anchors (as...

paddingtongreen, my apology, it was a typo. it should be 30 mm.

Hi Gents, I am trying to design a 300mm Diam. through-bolt which penetrates through 200mm THK reinforced concrete wall and it is under both axial and shear force. The checks that I am trying to apply are as follows: 1-Concrete bearing capacity ----> not sure how to calculate it for a...

thanks Youngs... assume a concrete shear wall under seismic load, based on ACI what do you reckon?

Hi Gents, when we check the stresses in the shearwall under lateral load and gravity loads, wha would be the limits for tension and compression stresses that you can be sure of their performance. many thanks.

thanks very much Gents. I appreciate all of your replies. I think 271828 approach sounds logical, although my sketch doesn't show the situation that the nib itself is under torsion but I would appreciate any idea that contains suggestion for designing those sort of nibs. I hope im not confusing...

JAE, thanks for your Query u r right about the use of nib. for inducing torsion on the nib, simply assume u have different point loads on the nibs (shown in my previous attachment)on each side of the MAIN BEAM. look forward to ur response.

Hi Gents, thanks for your interest in my thread. ususally my threads are not that popoular ;) I've attached a sketch describing the nib. many thankshttp://files.engineering.com/getfile.aspx?folder=e3a9a204-a672-424c-a33e-62786222eca8&file=nib.pdf