Leaderboard

Hello, I'd like to contribute to this forum three excel sheets of my design, Nothing too fancy but that's what I'm capable of The first is a singly reinforced concrete beam - one layer. (Don't use the shear design it's not complete) with ACI 318-14 The second is a hollow core pretension-ed slab analysis using PCI to check the stresses limits, design strength and Mcrack The third excel is an analysis method for seismic design of reinforced concrete water containing structures. ( I've done this very recently if you spot any error in it please inform me ) with ACI 350.3-06 and IBC/ ASCE 7-10 Sheets.rar

Hey My name is Omar I'm Jordanian and Palestinian and currently a civil engineering student at Jordan University of Science & Technology in my last semester. I've found this forum while searching for people to help me and I hope I can contribute to this community too Greetings

Welcome aboard Omar

Following documents may be helpful in connection with structural design of single & two-cell RC box culverts:- 1. Box Culvert Design Example-MnDOT 2. RCC BOX CULVERT - METHODOLOGY AND DESIGNS INCLUDING COMPUTER METHOD 3. Design coefficients for single and two cell box culvert 4. AASHTOWare CVT1_Two-Cell RC Box Culvert Example More documents related to the current topic, are available here:- Structural design of two-cell rc box culvert Regards.

That is due to unsymmetrical stiffness of vertical members. This however isn't the subject of our discussion. Are you using any live load reduction factors? What is the difference in vertical deflection of the slab in 2 consecutive floors and what is the location of that maximum vertical deflection?

please share your model for understanding

this deflection shows in Etabs is global deflection, this will increase due to axial and lateral deformation of the members globally, if you check deflection individuallly with respect to each floor value than u will find the same deflection

You shouldn't have it. If you want to investigate it please provide what combinations are governing. Here is what you should do: 1) Do a gravity only analysis use load factor of 1 to see what results you are getting. 2) Do a lateral only analysis to see what results you are getting without any gravity load. 3) Compare results and check model for errors. Just because other people are getting the same problem, doesn't mean the problem is there. We need to define a basis. I don''t use ETABS so I can't do checks on my own. If you want my input, please provide the results as requested above.

Sections 11.1 & 11.2, and Table 11.2 (cases 16 to 19) of "Roark's Formulas for Stress and Strain, 7th edition, by Young and Budynas", provide necessary explanation and formulas for the analysis of flat plates subjected to concentrated loads. These might be helpful for you. Regards.

Check this out: http://www.csbe-scgab.ca/docs/journal/20/20_1_38_ocr.pdf