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Bentley help for repsonse spectrum specify following: "Experts have recommended using a SRSS combination of two orthogonal response spectra analyses to determine the critical forces in a dynamic analysis (see reference ****). This method is not implemented in the current version of RAM...

I have couple of questions related to Response spectrum, i will really appreciate everyone input. I have a building in which the lateral frame members are not parallel to global X and Y axes. Some engineer suggested me to run the response spectrum cases and input the angle which make the forces...

Is it possible to open two RAM files at the same time on the same machine? Thanks in advance. Zee

ETABS2013 does provide detailing and quantities for walls, columns and beams but not for floors. CSI still wants user to buy SAFE separately for designing slabs and footings.

@SethGuthrie Thank you so much for your quick response. Just to confirm that the drifts are computed at center of mass? and when there are two diaphragms, RAM separate them while reporting. Also can you help me to find out some verification examples for lateral analysis. I am user of ETABS for...

I have a floor on which diaphragms are separated by 5 ft vertically, If I define two separate rigid diaphragms then does the RAM considers them 2 different diaphragms so that when it will calculate the drifts, those will be for two different diaphragms? Any help is appreciated. Thanks.

missil3, was there any attachement to the thread? or is the spreadsheet removed?

What you have explained is usually common in tall buildings at lower floors where other walls are introduced and at the basement level, it is called as Back stay effect. See the research paper at following link, i hope it will help...

I had the same problem and i wasn't able to export support reaction from ETABS 9.6 to SAFE12.1.1. I send email to CSI Support and the answer i got wasn't even a solution, I am copying the exact words i got from Support: "This is intentional as some user wanted to export the supports used on...

I dont understand that if you dont want to transfer the load to joint then why are you modeling that portion of slab. Any way try this, if you want to model this as a membrane then dont use automesh for this area. Hope it will help. Zeeshan

Shear reinforcment is not specified in ETABS, ETABS will give you Av/S number and you have to calculate manually.

Can u please upload the file using Zip, i cannot open rar format

Open *.F2K files in notepad and edit them. If you feel difficulty then upload both files and i will do it for you. Best!! Z

Well done guys.

What do you mean by global bearing?? Do u mean soil bearing pressure?? I dont know if SAFE can do differential settlement and i will love to know if you get an idea. Thanks z

Defining strip in SAFE is similar to what you do manually see some examples and watch demo video on CSI website you will get the idea.

You are getting different value because you are adding them by SRSS or CQC. I will say that dont include both acceleration in one case because if you do that then you are adding these two values by SRSS or CQC. Define 2 different cases one with Vx and other one is Vy and add them mathematically...

1. If you want to use CMU just for putting load then i will suggest to calclulate CMU weight per foot and used as a line load. Otherwise it will add stiffness to your analysis. 2. For using CMU as a shear wall, i think i will treat as same for analysis purpose, but with reduced thickness and...

Alphaxy Check the following thread, hope it will help you. http://www.eng-tips.com/viewthread.cfm?qid=233037 http://www.eng-tips.com/viewthread.cfm?qid=236265

There is a technical paper about SAFE punching shear check. They have given all the limitations and some hand calcs. I hope you can find out in the SAFE folder with manuals and i believe that will give your answer.