UmarMakhzumi

Excellent post. Thanks.

It simply means that bent up bars are allowed. Thats what I understand. If anyone has a different opinion please post. Thanks.

Correct. I don't know if reserve strength is the right word but simply put it this way that we want plastic hinge formation in beams, which shall require full fy development thus no ld reduction. Thanks.

Please also see thread at: http://www.sepakistan.com/topic/1361-structural-engineering-books/ Thanks.

Asad, You may find this thread useful too. http://www.sepakistan.com/topic/1444-amplification-of-forces-in-etabs/ Thanks.

I would suggest that you should consider seismic loading at all levels and also check your underground stories for drift and irregularities. For load combinations please see this discussion: http://www.sepakistan.com/topic/1307-etabs-load-combinations/?hl=%2Bload+%2Bcombination Thanks.

Please see this topic: http://www.sepakistan.com/topic/1369-blast-loading-on-boundary-wall/?p=2786 Thanks.

Please see: http://www.sepakistan.com/topic/1474-beamcolumn-capacity/ Thanks.

https://www.daad.de/de/is your gateway to Germany. http://www.pk.emb-japan.go.jp/Education.htmlis your gateway to Japan. And there are a lot more scholarships that can get you a foreign degree(like US Fulbright) but you will have to return home after your degree is completed. AIT offers a similar scholarship too. I would share with you what I thought and did when I was out of university. After working for two years in Islamabad as a Structural Engineer, one thing that I was certain was that the usefulness of a foreign degree could not be maximized unless I have worked abroad as an engineer. I was also confused about to do a research thesis or just a degree program. Well, on one of the projects I did for USAID, I happened to meet Kazami Sahab(SMK Associates) and after discussing with him I went for a degree program and no-scholarship. Today, I am glad that my understanding of working abroad was correct and I am also grateful to Kazmi Sahab for convincing me not to do a thesis program as that saved me 1.5 years of salary. I can tell you the you won't get the max out of your degree unless you have worked in a different and more robust environment than Pakistan. However, having said that if you go for a thesis or PHD, the challenges involved in the degree would open up your mind and help you take on things with a different approach. Set your goals and go achieve them. Good Luck.

I think thats what the post says . The reason however makes more sense for single story basements only. All I am asking is to exclude sesimic weight of basement story. This also assumes that walls are all around perimeter and diaphragm is rigid. Thanks.

The following excerpts are from B F Goodrich v Wohlgemoth case in which a young engineer named Donald Wohlgemuth who walked over from B. F. Goodrich to a competitor, International Latex, and then discovered, to his shock, that Goodrich objected. Brooks(Author of the book from which this text is copied) traces the story of how Goodrich dragged the young man into court to stop him sharing secrets of the space suit they were designing for Mercury astronauts. You will like it if you are related to Law or Engineering. Here is the case: Donald Wolhgemoth worked his entire career in the ‘pressure space suit department’ at B F Goodrich and had risen through the ranks to be manager of this highly specialized department in charge of all research and development regarding space suits. In 1964, Wohlgemuth announced his resignation to go to work for International Latex Corporation in their space suit department, which was 14 years behind B F Goodrich in the development of this specialised technology. B F Goodrich sued Wohlgemuth to protect its trade secrets. There was no evidence of actual misappropriation of any trade secrets although Wohlgemuth was reported to have said to fellow employees that ‘loyalty and ethics had their price; insofar as he was concerned, International Latex was paying that price.’Based on this record, the court had no reservation granting injunctive relief to prevent the threatened misappropriation of trade secrets. The court decreed ‘We have no doubt that an injunction may issue in a court of equity to prevent a future wrong although no right has yet been violated.’ Further, the court stated, ‘unless a restraining order is entered, Goodrich may suffer irreparable injury.’ The scenario now is that an employer seeking injunctive protection for his trade secrets prior to their disclosure has to allege that either the ex-employee actually intends to do so or that the type of work is such that he is subconsciously doing so. The situationis such that the threat of misappropriation of trade secrets can be enjoined without regard to proof of actual misappropriation or the intent of the former employee. This is called the doctrine of 'inevitable disclosure'. However, the judgement passed allowed Wohlgemuth to work for Latex in the Space Suit Department as long as he keeps trade secrets to himself. The reason I am posting this is one, that it is quite relevent to what we engineers do day to day and two, that the following arguments that were presented by the defense, which I really enjoyed. “Usually it is not until there is evidence that the employee [who has changed jobs] has not lived up to his contract, expressed or implied, to maintain secrecy, that the former employer can take action. In the law of torts there is the maxim: Every dog has one free bite. A dog cannot be presumed to be vicious until he has proved that he is by biting someone. As with a dog, the former employer may have to wait for a former employee to commit some overt act before he can act.” Thanks.

I would use the ground floor as base for seismic loads instead of basement. The reason is that the combination of ground floor diaphragm and perimeter basement wall offers a very rigid system. This statement would be true for buildings with 1 or 2 underground stories. If you have got more stories than a separate analysis for sub structure and superstructure should be done. The above quoted rule is based on my own personal experience. You should ensure that all limit states are satisfied and do your due diligence. I am keeping things as simple as could be kept while replying. Please have a look at the attached documents that explain some aspects about subject thread. Basement Wall with Seismic Earth Pressure.pdf Seismic Performance Of Structures with Underground Stories.pdf Thanks.

Yes, slab connects all the lateral forces resisting elements and acts as diaphragm. Further Reading: http://www.sepakistan.com/topic/87-diaphragm/ http://www.sepakistan.com/topic/1480-diaphragm-flexibility/ Thanks.

W.salaam. Since we normally don't consider soil structure interaction in structural analysis, therefore I am quite certain that the statement quoted by you about choice of pin or fixed based on soil type is flawed. Anyhow, for concrete columns unless special detailing is done at coulmn joints, they would always transfer moment that should be accounted in the design. Using fixed based would likely result in conservative design for structural members than using pinned base. The real response would stand somewhere inbetween a pin and fixed base. Thanks.

Why dont you just draw a slab with different depth(if desired) instead of a beam? If I am understanding correctly, you want to join two isolated foundations with a beam, right? Thanks.

W.salaam. Assuming that the heading on the link below refers to a version of Safe, the Non-Liner Version would do. Which version do you have? See the link below for complete features: http://www.comp-engineering.com/products/SAFE/analysis.html Thanks.

W.salaam. Please explain what do you mean by beam footing? Do you mean a Strap Footing; beam connecting two foundations. Thanks.

Please also read: http://www.sepakistan.com/topic/109-building-drifts-in-etabs/ http://www.sepakistan.com/topic/1341-ubc-seismic-drift-limits/ Uzair is right. I don't remember exactly but I believe the minimum distance between buildings should be equal to square root of sum of squares of max inelastic displacements of individual buildings. Its is UBC 97. You can find it easily. Thanks.

You topic violates forum rules. At SEFP, we don't share cracked or pirated softwares. Please see complete forum rules at: http://www.sepakistan.com/topic/1344-forum-posting-rules/ Thanks.

Please see Thanks.

Naeem, Please also share the support detail on how do you plan to support each equipment on different levels? Thanks.

Before I answer I need a clarification on Please confirm if this is a free standing structure with an access platform all around? The picture is not very clear. Let me rephrase the question. Does the preheater tower means a concrete structure that supports different equipment at different levels or it means a tall vessel equipment with offshoots at different levels and a maintenance platform all around as shown? Regarding load distribution, you should distribute the load as per the actual load path. Point loads would kill design and distributed loads shall be used based on actual lengths tributary to support. Thanks.

I did a Google search to see what it looks like. I am also attaching what I got to make sure that we are on the same page. To design something like attached below, you need to have the operating weight of the machine and pipe-stress analysis report that provides you with stress loads at each location where the pipe is located. You need to make sure that the structure is designed for wind drift less than H/200 and seismic drift less than the applicable code. These structures are very common in EPC Industry. Normally, the vendor provides the maximum operating, empty and hydro test weights along with max shears due to wind and seismic. Ask your vendor for this information and proceed with design. Please post your follow up questions. Thanks.

W.salaam.. It would be great if you could get the data. Finally, we would be able to reference something. Thanks in advance.

The lifting lugs are available from 3rd party and their max capacities are listed. You just need to see that your lifting reaction at that point is less than lifting lug capacity. What you need to do is to weld a steel plate to reinforcement cage and lifting lug could be attached to the plate. This is a improvised solution. I have never done a rebar cage lifting but I do have done steel module lifting calculations. Weld specifications would depend upon your base metal strength. I am out of office. Can post somethinh when I return to Canada from Pak.