asadishaq

Wise move to get the structural design and construction right. Many people are confused with the roles of the architect and the structural engineer.
If you imagine the human body then the Architect decides on looks, colour of skin, how much fat, appearances generally etc. Whilst the structural engineer determines the bone structure (skeleton make-up), the joints cartilage, tendons etc.... and how the body stays stable under a heavy load, against strong wind loading, and even during earthquake ground motion.
I am not sure if I can recommend someone on this platform - here to help. So...
Hence, I have forwarded you an email details of someone who will able to help with Structural Design & Drawings complete. 
Visit: www.pase.pk 
Normally: This is what you need:
1. Architectural layout and elevations - By an Architect or prepared by yourself.
2. Structural design and detailing drawings and specification (inc foundations) - Structural Engineer can only do that - not an architect!
3. Drainage Design & Details - can also be drawn up by most structural engineer - normally public health engineer.
4. Electrical & Mechanical design (sockets, switches, lights AC etc locations are normally picked up on architects drawings) - by electrical/mechanical engineer, or yourself if you know what you want and where.
Hope this helps,
 
 
 
 

@kHURRAM ALImakes a good point about staggered laps. Staggered laps are a good practice on columns, beams, walls and slab.
1. The reinforcement arrangement should be always be staggered to avoid, or reduce likelihood of large cracks or spalling.
2. The staggered laps should not be located in areas of high moment.
This is what Eurocode EC2 guidance is for column - 4% max generally, to 8% max at laps (although this is always less in reality by staggered laps) . Columns have to be designed to be ductile and hence  limits apply. The concrete takes compression load, whilst reinforcement takes tensile loads. In slender columns the failure is most case is due to bending. 
Therefore best to stagger laps for better performance. There is a technical reason behind these max limits so best to work within them, otherwise also difficult to prove otherwise to checking engineers and authorities. 

 
 
 
 
 

The joint will be same as any RAFT slab.
Pour first section of slab, with key (1/3 depth) in the middle (I am assuming a thick slab) to interlock the two pours; Ensure a water-bar is placed below the joint.
1. excavate;   2. Pour 50mm (2") of blinding concrete to provide clean surface; 3. Install water proofing if needed;   4. Fix reinforcement; 5. Place a water bar at joint (to stop any water seeping through the joint); 6. Place end shutter at joint with a "key-way" to interlock the second pour; 7. There are proprietary mesh for such joints, but not essential provided all loose cement paste is removed, joint cleaned with pressure jet wash; 8. Pour other half of slab.
 
 

@Hussam Afifyyou can manually apply the overturning check,  multiply horizontal load (either from wind or seismic) with the distance from the bottom of the footing to get your overturning moment, and then check against the stabilizing moment i.e (weight of the structure + soil above footing multiplied with their respective lever arms.

WALEKUM SALAM!
Dear Khurram,
After running the model go to file menu >Print tables > Input menu and select load options and select all load cases then print the summary, it will show the automatic lateral load calculations
 

WALEKUM SALAM!
Dear Khurram,
After running the model go to file menu >Print tables > Input menu and select load options and select all load cases then print the summary, it will show the automatic lateral load calculations
 

WALEKUM SALAM!
Dear Khurram,
After running the model go to file menu >Print tables > Input menu and select load options and select all load cases then print the summary, it will show the automatic lateral load calculations
 

Dear All, 
I came across the video lectures of Dr Fawad Ahmed Najam  @Fawad Najam on youtube these are very helpful for understanding the structural systems, how the software use inputs and how the process of designing develops.
Dr Fawad Ahmed Najam is currently AP at NICE, NUST and have Phd from AIT, i came across his book which he CO authored with Dr. Naveed of AIT. 
https://www.amazon.com/Structural-Cross-Sections-Analysis-Design/dp/0128044438
 
 

Based on Technical Report No. 65, Expansion Joints in Buildings: issued by Building
Research Advisory Board, Division of Engineering, National Research Council, USA.
As per Figure 1 in the above referenced publication, the maximum allowable building
length without use of expansion joints, for design temperature change greater than
70º F (39º C) will be 0.85x350=297.5 ft = 90m.
In view of above, we would like to avoid expansion joints in any building which is
less than 90m in length, except where a seismic joint is required due to configuration
of the building (plan irregularities, re‐entrant corners, etc.) or due to different lateral
force‐resisting systems for the two parts of the building.

Based on Technical Report No. 65, Expansion Joints in Buildings: issued by Building
Research Advisory Board, Division of Engineering, National Research Council, USA.
As per Figure 1 in the above referenced publication, the maximum allowable building
length without use of expansion joints, for design temperature change greater than
70º F (39º C) will be 0.85x350=297.5 ft = 90m.
In view of above, we would like to avoid expansion joints in any building which is
less than 90m in length, except where a seismic joint is required due to configuration
of the building (plan irregularities, re‐entrant corners, etc.) or due to different lateral
force‐resisting systems for the two parts of the building.

Based on Technical Report No. 65, Expansion Joints in Buildings: issued by Building
Research Advisory Board, Division of Engineering, National Research Council, USA.
As per Figure 1 in the above referenced publication, the maximum allowable building
length without use of expansion joints, for design temperature change greater than
70º F (39º C) will be 0.85x350=297.5 ft = 90m.
In view of above, we would like to avoid expansion joints in any building which is
less than 90m in length, except where a seismic joint is required due to configuration
of the building (plan irregularities, re‐entrant corners, etc.) or due to different lateral
force‐resisting systems for the two parts of the building.

Shrinkage strips are temporary joints that are left open for a certain time during construction to allow the shrinkage to take place without inducing stresses.
It is usually 2 to 3 feet wide across the entire  building and should be cast 2 to 4 weeks later than the adjacent portions. 

Follow the link below, I hope this will clarify your query.
https://wiki.csiamerica.com/display/etabs/ETABS+v7%2C+v8%2C+and+v9+Translator

Follow the link below, I hope this will clarify your query.
https://wiki.csiamerica.com/display/etabs/ETABS+v7%2C+v8%2C+and+v9+Translator

Follow the link below, I hope this will clarify your query.
https://wiki.csiamerica.com/display/etabs/ETABS+v7%2C+v8%2C+and+v9+Translator

If the frame is located in zone 3 or 4 it should be SMRF, and if it is in zone 2 it should be IMRF.

EA consulting is very good organization, they have good projects and have  very experienced professionals, working environment is also good they have bridge department and also the building department.On the other hand M&B is equally good as EA they only have Building experts and they are now a days doing very good high rise projects.
 

EA consulting is very good organization, they have good projects and have  very experienced professionals, working environment is also good they have bridge department and also the building department.On the other hand M&B is equally good as EA they only have Building experts and they are now a days doing very good high rise projects.
 

Asadishaq,
Are these steel columns or concrete. Do you plan to provide a special connection that reflects a hinge in actual construction too?
Thanks.

Please see the image below for hanger bars. I don't have ETABS. I do have SAP2000 so I can't check your file. Is your beam failing?
Thanks.
 

https://www.csiamerica.com/products/safe/watch-and-learn
 
watch the tutorial for SAFE foundations uplift

wasalam,
Dear Waqar,
For allowable deflections of two way slbas please refer to the table 9.5( of ACI 318-08,where you can find the maximum permissble deflections for two way slabs.secondly if you want the procedure how to check, it can be easily done by importing your floor in SAFE where you can check the deflection of slab at any point.
 
Thanks

Providing 12" PCC cannot controll the settelments because on the application of load this PCC layer will be crushed and  will change in to a powder form.

Salam Alaikom fellow Engineers!

I have found the "The Seismic Performance of RC Frame Buildings with Masonry Infill Walls" article very useful. So I would like to share it with you, especially for junior structure design engineers.

Regards
The Seismic Performance of RC Frame Buildings with Masonry Infill Walls.pdf

Assalam-o-alaikum!
 
Dear colleagues!
 
This forum is really a great platform for us, to share our knowledge and field experience with each other. Moreover, this forum can also help a lot in improving overall standard of technical know-how of our structural engineers, by providing them quality advice and guiding them to international standards of structural design and construction practices. IMO, this latter aspect is not only very important, but also our moral obligation as well as a national duty.
 
But, this will be possible and practicable only, when more and more engineers join this forum, and contribute their knowledge and experience on regular basis. And, this is what this thread is meant for.
 
However, we are probably missing an important aspect in our discussion, that can attract engineers to join and/or visit this forum more frequently.   And, that is, replying to their queries early and more frequently.
 
It is natural that a normal person is much more attracted to an early reply to his/her questions, rather than overall level of advice at a particular forum. On the other hand, no response to a query for a long time, will most probably disappoint  the originator, resulting in lack of interest. 
 
What I am trying to emphasize is, that we (especially the moderators and senior/more experienced members) should NOT ONLY visit the forum regularly, BUT ALSO should reply the questions raised/queries made in various sections AS EARLY AS POSSIBLE. (I myself always try to act on this principle, in cases where I can help.)
 
IMHO, this policy will not only attract more engineers, but will (later on) also build their confidence in this forum, as a major source of structural engineering knowledge and advice. 
 
Regards.