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Thanks Engr. Waqar haider for providing me such a usefull information regarding design strips.In shaa ALLAH I will recommend this site to my Engr. Friends

hello friends, I am going to be a graduate engineer in BE civil engineering on July 2017 then will be looking for an internship in Pakistan in any field of civil engineering.i also have pursued one year of experience as the Associate engineer prior to my engineering degree for the execution of works on 9 story plaza.I 've 1 year of work experience abroad as a trainee engineer also but I want to learn the conservational way of designing of small residential homes in Pakistan, usage of software like ETAB, SAP. I am very good at QS also. I have good communication and presentational skills.. i am willing to go for master after next 3 years so i want to get more and more ground experience before it.please find my attached below software endorsements: Autodesk robot structural analysis( medium) AutoCAD 2d+3d(professional), Revit architecture advance, 3ds max advance, Microsoft word, Exel, ppts (professional), photoshop medium level, languages ( Urdu, English, Chinese) looking forward to join someone zubairbilal26@yahoo.com zubair...cv.pdf

Hello Naqash, 1st of all welcome to this forum. And also try to spread this forum in your area/circle as much as possible, so that maximum people can take benefit of it. Naqash if you remember, in manual design of roof slab or footing slab, we use to consider a unit strip and design this unit strip for output results. Then we provide the steel and section calculated for this unit strip, to whole of footing or slab. Similarly, in Safe foundation, you are to define and assign design strip of unit width to let software show you output i.e. forces and steel etc for this unit design strip. you can also go for any width of design strip. Results will be accordingly but design will be same. Mostly a unit strip i.e. for MKS system 1 meter strip and for FPS 1 ft strip is defined and assigned. After running the model, you have two options to check your results of forces and reinforcement. 1) Based on Finite Elements In this method reinforcement and forces for each and every element, in which structure has been divided / meshed, will be reported. This is a bit different than our usual manual practice of designing. 2) Based on Design strips In this method reinforcement and forces are reported on strip based. This is quite easy to understand. You can check both methods for better idea. Another important thing is that we define 2 design strips "Strip A" and "Strip B" to read results in X and Y axis or in Shorter and Longer directions respectively. If you provide strip A in both X and Y directions, Then you will not be able to read results in X and Y axis, separately. display of results will be mixed. For this purpose we provide 2 different strips.

In calculating design forces, have you considered the application of point load on a panel, which will support lights, at the top of the pole, in addition to the UDL on the pole itself. Is it possible that only two bolts will be effective in resisting moment for a wind direction in which two bolts will lie on the neutral axis, and the moment arm will be sqrt(2) x 12.

For the steel canopies with the glass on the top you have to consider few things for the design. As others mentioned you the strength of the glass can be and should be provided by the manufacturers according to your spans and wind load requirements. There is a small software for the glass thickness check saflex which is available for free on net check that to get approximate glass thickness you can put in your initial assumptions for the glass like tampered double glazed with air space with assumed size etc . This glass thickness can be used for the dead weight calculation to be used in calcs. Now for modelling you can model the frame and assign the area shell element with weightless properties. And put your dead loads for glass as well as the framing of the glass with will be provided on the steel to hold the glass panels as oneway loadings on the area elements. Put your live loads mainly for the cleaning purpose on the main steel members as point loads take impact load and apply as pressure load point load on the area element as the glass is tested against the impact of any thing falling on it from a height check the codes there is a value I don't remember now but you can check its steel ball impact test. Also apply the canopy wind loadings you can calculate that from ASCE-7-10 or the check internet for the Australian code it has a special clause for canopy wind laodings. Once these loadings are done make you appropriate load combinations and complete your analysis. No need to change any modifiers for steel structure. You can check your shear and axial values all along the beams to calculate the connections required for holding the glasses. There area special pressure plates and tobbler coneectors normally supplied by the glass suppler and they are enough for holding the things but still you can verify the small screws provided by the details. Please excuse as the dicription is soo long but I hope this will help you.

Assalam-o-alaikum! A little addition. As far as I know, the passwords for the above mentioned two files are the same for all. These are given below: 1. PCA Notes on ACI 318-11 (Password: '2013PCAEB712') 2. 'Simplified Design of Reinforced Concrete Buildings', based on ACI 318-11 and IBC 2009 by Kamara & Novak 2013 (Password: '2011PCAEB204') Regards.