UmarMakhzumi

Here is a quick tutorial about how to create a new post in forums. For the purpose of tutorial, lets say you want to start a new topic in "Seismic Design". See the attached images as they explain detail about posting. Step 1: Click "Seismic Design" Forum from main index. Step 2: Click on "Start New Topic" Button on top right corner. Step 3: Fill out the required fields as explained in the attached image. That is it! Should you have any questions about posting, please ask below. Many Thanks!

The one you have interest for. Money lies in competence/grip of knowledge, not in a selective trade.

Welcome to the forum! Glad to see you here!

Welcome to the forum!

Salaam Everyone, Just to let you know that a new forum has been created called Help Topics. Its is a dummy forum and would redirect the user to SEFP Help Documentation. If you are new to fourms, make sure you visit it to get the most out of it here. Thanks

Hi guys, Official announcement that the logo has been updated. Now there is no shade. Just one background color. I think this new one looks better. Thanks

Thanks.. spread the word.. would love to see more students here..

Great share! Thanks

There is a similar discussion here that might be helpful. http://www.sepakistan.com/topic/5-masters-after-be/ Getting some experience in Pakistan will increase your chances of getting a job abroad after Masters. Is it worth going abroad? if you are motivated by your own self for it then you should consider. On your own finances, time can get tough, and can be easy too. It depends on so many factors. What risk can you take? Are you willing to stand the consequences? its too random to advice. sorry

Thanks! Welcome aboard! :

Trusted or solved example. We do have a similar section. I think it would be good to make another section with the name you proposed once site gets more busy and we have more people that can contribute to it. The only concern is forum activity. Will do when its more busy. Model Review Its a very good suggestion but I am holding back.. When the forum gets more busier we will make it.. for now let stick to Structural Software Issues Suggestion 3 and 4, The thing is what you are saying is 100% the way it should be, but we need to have more fourm activity for that. Lets wait for some time.. then for sure Suggestion 5. We have 5 supermods. I will review and see if we need more. I am willing to add/make anyone moderator if he is interested and visits forum actively. Suggestion 6: You can upload all images in your post. attach them, and select the option to display in post where you want them. PM me and explain it why we need more? I think we need to start uploading stuff.. I am busy these days but will do soon! Thanks for the suggestions Rana. I highly value them. I want this place to be a bit more busy, then will update as required. cheers!

The question asked by asadishaq has been moved to a new thread. http://www.sepakistan.com/topic/63-safe-iterative-uplift-analysis/ Its always a good idea for making a new thread and ask questions there. allows other members to look at it and search. Thanks Rana Waseem for reporting that.

Good Job! On a lighter note, Life is full of surprises. Specially if you are a structural engineer.

You're welcome Hasan cheers!

There are 2 things.. First, the 1/3 rd stress increase for soil pressures shouldn't be taken for granted, and shall only be be used after due consultation with the geotechnical engineer. I dont have a code reference for 33% thing but if It isn't mentioned in the code, it is commonly allowed by the Geotech engineer. The following note is from the geotech report for a current project. "The net allowable bearing pressure may be increased by one-third for transient wind or seismic loads." Second, Another possible alternative would be to reduce forces and have a economical design , The 25% reduction applied to the overall overturning moment at the base of the structure due to lateral seismic forces (talking about the big picture here - not moment on an individual footing). As the structure overturning moment is generally resolved into a force couple in braced frames or individual moments in footings, I read this as allowing a reduction in either the force couple or the individual moments for design, both strength and stability, of the footings. As basis see the 2009 NEHRP Provisions which basically provide a commentary to ASCE 7-2005 (downloadable - big file - here: http://www.fema.gov/...cord.do?id=4103) which says for this provision (emphasis added): C12.13.4 Reduction of Foundation Overturning. Since the vertical distribution of forces prescribed for use with the equivalent lateral force procedure is intended to envelope story shears, overturning moments are exaggerated. (See Section C12.13.3.) Such moments will be lower where multiple modes respond, so a 25 percent reduction is permitted for design (strength and stability) of the foundation using this procedure. Note:This 25% reduction is for seismic only.

Great.. good to see you here.

Welcome

Its great that you have a yearning for Structural Design but if you are interested you should probably upgrade from DAE to engineering. That would the starting point for you.

Yeah, Short columns can be critical.. to summarize, "Stiffness attracts load"

Rule of thumb is , When in doubt reduce R. Unless you have a very good field quality control system, analyse on a reduced R , its more conservative.

Stiffness modifiers, Read ACI chap 10 commentary.