UmarMakhzumi

Kindly clarify details of section? What diameter and thickness you are using for pipe sections? And sheet thickness you mentioned is sheet of billboard? What exactly structural system you are using?  

Calculate the peak velocity pressure, multiply it with projected area and pressure cofficient.

Hello everyone! The working season almost ends. Time to sum up!
For new readers:
The task was to create a concrete slab for basement floor of 12x15m house in Russia. At the beginning of season we just had basement walls and bar releases (see attached photoes at the beginning). 

During summer the floor slab was filled in, waterprofing and thermal insulation of basement walls were finished

Now, It is the good opportunity to show obtained results. Maybe someone will find something them interesting. I would not say that we completely followed by advices from this forum, but still, all suggestions were considered. Thanks everyone who answered, espesially big thanks for Badar!
There is video how we bend bars. We did a "special" machine for this operation

Grid pitch (step) is 200 mm in some places it is only 100 mm

Slab height is 210 mm

I wrote everything briefly, but if there are questions, I can add!
video_2022-10-18_12-05-29.mp4

EngrJunaid,
What you are doing is not enough. You need to make sure your walls are designed for axial load + out of plane bending & in-plane shear + bending. Also design requirements for roof diaphragms should be incorporated and serviceability limit states should be checked..
I would recommend you to get a good reference book at-least. I personally use Masonry Structures: Behaviour and Design There is so much in masonry that would be new to you. Like Mortar Types, Concepts about 1) Vertical and horizontal load transfer, 2) Distribution of Shear and Moment due to Lateral Load, 3) Torsional Effects etc. and most importantly 4) Masonry Shear Walls. If you know how to design one, you can save your client a lot in Pakistan since no one is focusing on building low-rise (up to 10 stories) masonry buildings.
Thanks.

Hi @Rahulkld,
That is expected. Since your bottom and top chords have high axial load near support, the first 2 diagonals are always critical. You can use heavier sections for the first two diagonals and lighter elsewhere.
Thanks.
 

Hi Asif,
Why don't you do a FEA analysis in any standard software and compare the peak stress with the max allowed by the code?
Thanks.

Yes, the shorter span would be stiffer. For concrete I assume you will detail beams to your results (provide -ve reinfo where the model results show) so should be fine. 
Here at SEFP, we don't promote sharing models. The reason being, everyone is volunteer and can only answer or review stuff in their free time Also we expect the engineer/ original question poster to connect the dots.
Thank you.

Asssalamoalaikum! I hope all of you are doing fine. 😃
I'm a recent graduate of Civil Engineering from NUST and have CGPA 3.64. I want to do my masters from abroad. 
Therefore, I am looking for  fully funded opportunities in countries where I can also work after completing my graduation in my relevant field.
PS: I know there are groups and other channels for scholarships but they are packed with a lot of data. So, based on my academic and financial standing if you can suggest me some scholarships as per the requirement I mentioned above, it will be of great help.
Thanks in advance. 
Regards,
Muhammad Talha

Thank you, i will surely get my hands on some old notes for foundation designs, and will start from basic designs. 

I have attached tutorials that will show you how to setup ETABS model for dynamic analysis. Go through all tutorials. There are lucid and self explanatory.
OneDrive-2014-03-09.zip

Piers are designed at 2 locations. Top of story and bottom of story.  Also, FYI Etabs assigns pier labels with respect to story level so that is why the same pier label can be repeated on different levels.
Thanks.

Please see the following:
 
 
 

Design column moments after P-delta analysis are exceeding the code limit of 1.4 times the moments due to 1st degree analysis.
Check any member by manual calculations to make sure that the change in member ( column, beams, or both) size is required.
In addition, you can do following:
ETABS uses a default value of 1 for effective length factors; you should revise the factor if you have stiffer beams. you can also review moment coefficient factor. make sure that unbraced length ratios are correct.

Hi Asif,
Why don't you do a FEA analysis in any standard software and compare the peak stress with the max allowed by the code?
Thanks.

The pop-up window, displaying the table after right-click, shows the DC ratios against all the load combinations.
The DC ratio visible on ETABS screen is the worst among all the load combinations. You should be able to find this in the pop-up window.

It is general practice to avoid torsional modes. The primary reason is that Engineers want to make their life easy; they do not want to get into the complications offered by structural system with torsion as the main response.
Having said that, it is possible to design the structural system with torsion as first mode.
The codes around the world penalize the engineer by forcing them to design that structure for amplified forces if torsion is under a certain limit (ratio of drifts at ends< 1.4). If the torsion is more than the limits set by code, the best way to verify such structural system is to put it through a NLTH analysis and use the Performance-Based Seismic design.

Please find the pages from "Design application of Raft foundation by J.A. Hemsley". He is recommending to increase the stiffness of outermost springs to be increased. 
By how much increase don't mentioned. If anyone has this complete book may please share.
Thanks 
Pages from jahemsley design applications of raft foundations.pdf

There is no satisfactory answer. There is no logical answer as well. For high rise buildings, the equivalent static seismic force distribution along the height of building is incorrect. Vetting engineer wants to be on the safe side; he wants the foundation to be safe against both set of forces.

I was designing high rise building and designed the piles and pile cap on dynamic load cases (RSx, RSy).
However the vetting engineer told me to check pile reactions in static cases as well (EQx, EQy). Now I have confusion as to why i should check pile reactions on static case when code tells me to do dynamic analysis on structure? The vetting engineer couldnt give me satisfactory explanation, that is why i turn here. Thank you.

Waslaam,
  Your first two modes are not torsion. Torsional mass participation (Rz) is negligible in first two modes. Your first two modes are predominately translational in nature. See the attached table for reference.

Box girders would span between columns. What do you have in mind for the region of middle strips?
I think you might end up spending more on man hours, shuttering and probably reinforcement.
If you do want to make foundation light, go for post-tensioned floor systems. Structural engineers, in Pakistan, are very reluctant to adopt this widely accepted system, around the world, in buildings.
If they can afford to spend more on labor, engage it on this. It will help developer, as you will be able to add additional floors for the same total height of building.
 

I believe these values can be interpolated for a different probability. I know a tool for Canadian Seismic Values that does that. Anyway, I think if design life is 60, then the values should be used for 60. It would be interesting to know if someone has done this kind of interpolation and is willing to share info here.

Like Rana said, I will just add one more thing. I remember that Live Load only needs to be considered in Mass Source if its a warehouse, or LL=100psf or more. See UBC, for clarification, there is something about the warehouse or 100 psf requirement.

Here is the presentation that highlights the difference between two approaches for foundation design.
 
Thanks.
 
Use of Limit State Design in Foundation Engineering.pdf

Sohaib,
 
There are two standard ways to work with foundations: ASD and ULS. Please have a look at the two discussions below. The method you should adopt depends upon the codes you are following and recommendations in that code. 
 
http://www.sepakistan.com/topic/1519-deduction-of-overburden-from-bearing-capacity/
http://www.sepakistan.com/topic/1700-column-footing-size-for-high-snowfall-areas/
 
Thanks.