Hira Malik

WHAT IS THE CRITERIA OF PROVIDING DIAGONAL REINFORCEMENT AT THE CORNERS OF A SLAB-WALL JUNCTION? 

I will ask out to see if we can get someone experienced in Tunnels. The problem is not a lot of people are willing to dedicate time to this. But, will give it a shot.
Thanks.

She is already in contact with me :). But unfortunately I had to get involved on another project, leaving the tunnel design as it was. Still I have shared all the stuff I had with her. I was hoping we have a tunnel design expert here in the group. Really needed.

job opportunity available at MM Pakistan Lahore office. kindly send your CV and salary requirements at hira.malik@mmpakistan.com

Experienced Structure Engineer needed in Lahore with minimum 5 years experience. Our main requirements are for the design of tunnels, prestress bridges, steel structures and power houses. Have you ever designed these or are confident you can do all these structures on your own? Salary will be based on your experience. No extra benefits/allowances will be provided, so its better to apply only if you live in Lahore. Engineers with all these capabilities send your CV at hira.malk@mmpkistan.com

Experienced Structure Engineer needed in Lahore with minimum 5 years experience. Our main requirements are for the design of tunnels, prestress bridges, steel structures and power houses. Have you ever designed these or are confident you can do all these structures on your own? Salary will be based on your experience. No extra benefits/allowances will be provided, so its better to apply only if you live in Lahore. Engineers with all these capabilities send your CV at hira.malk@mmpkistan.com

While performing stability analysis of dams, we have a "shear friction factor" for which we need cohesion value of the material. I am confused that whether i should use cohesion value of concrete or the rock foundation? What is the cohesion value of 3000 psi concrete and how to calculate it? In the book of santosh kumar garg, he has used the shear strength of joint instead of cohesion. Why is that? Because many other books use cohesion in the formula.

Experienced Structure Engineer needed in Lahore with minimum 5 years experience. Our main requirements are for the design of tunnels, prestress bridges, steel structures and power houses. Have you ever designed these or are confident you can do all these structures on your own? Salary will be based on your experience. No extra benefits/allowances will be provided, so its better to apply only if you live in Lahore. Engineers with all these capabilities send your CV at hira.malk@mmpkistan.com

job opportunity available at MM Pakistan Lahore office. kindly send your CV and salary requirements at hira.malik@mmpakistan.com

job opportunity available at MM Pakistan Lahore office. kindly send your CV and salary requirements at hira.malik@mmpakistan.com

BTW GOT THE BOOK AT [URL Deleted as it violates Forum Posting Rules]

you can use the uniaxial compressive strength of concrete or rock which ever is smaller. If u want to use the cohesion value u can take the half of compressive strength which is equivalent to cohesion.thanks

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. 

While checking the allowable deflection in member in ETABS, which deflection is to be considered, absolute or relative? Which one represents the actual deflection of the member?

take the wall 0.1 mm thick and alter its mass and weight modifier to zero.
 

EI is the Flexural Rigidity of a structural member (https://en.wikipedia.org/wiki/Flexural_rigidity), whereas EA may be termed as the axial rigidity (https://en.wikipedia.org/wiki/Stiffness). Both the terms are related to the stiffness of a structure, as explained in above referred links.

Modifiers are related to cracking and loss of stiffness before reaching ultimate limit state (ULS) which happens in concrete. You wouldn't provide stiffness modifiers for steel or glass as there is no cracking before and change in stiffness. Cracking of glass is failure.
Thanks.

CONSIDER THE SLAB AS SIMPLY SUPPORTED ON BEAMS AND CALCULATE THE MOMENT THEN CALCULATE THE REQUIRED THICKNESS OF GLASS BY COMPARING THE MOMENT WITH THE TENSILE STRENGTH OF GLASS (TENSILE STRENGTH OF GLASS WILL BE PROVIDED BY THE MANUFACTURER)
 

Attached below is screen shot of a canopy model. the cantilever portion is 24ft glas with supporting beams and 20psf live load. I am not sure how to check the design for a glass slab. How to check shear? What would be the limiting value of shear stress? Like for RC slabs it is 60psf (1.1*SQRT(fc'). What else do i need to check? Like in RC slabs for the moment we provide reinforcement, but how to deal with glass?

Pickup columns or planted columns are structural cols supported on transfer slabs or beams (which you are referring as pickup beams i think).
For seismic design you have to overdesign collector elements like transfer beams or slabs by omega factor.
Issues with pickup cols is loads in them depend on stiffness of slabs/beams supporting them. If supports are flexible they are literally just hanging threads from slabs above carrying little or no load at all, you cannot just manually transfer loads to them by distributary area. Another thing is to check deflection at upper and below slabs as well as punching on both slabs.
Make sure the transfer slab has sufficient shear strength.
Another issue might be consteuction sequence and long term deflections due to these columns.
Also make sure you check for irregularity clauses of seismic code.

Salam everyone. i am a bit confused about the M11 and M22 in ETABS and how to provide reinforcement for these in a one-way slab or a wall. kindly see the attached pics and guide me that for this M11 moment, r/f will be provided in what direction and why?

Salam everyone. i am a bit confused about the M11 and M22 in ETABS and how to provide reinforcement for these in a one-way slab or a wall. kindly see the attached pics and guide me that for this M11 moment, r/f will be provided in what direction and why?