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I would also like thank our most proactive users; and ofcourse the admin Sir Umar and very much respected senior Sir Baz waqar saleem baz EngrUzair Ayesha Waqas Haider abdul qadeer 06 asadishaq M.Naeem jammer3425 haro0n Nustian371 I would also like to thank our experienced user in high-rise; Muneeb Badr And finally I would like to thank EngUzair as his replies are always detailed that show his dedication and efforts for SePakistan

Heartiest congratulations Sir Umar, to you and all of your team. Thanks a lot for providing the civil & structural engineers (especially those of Pakistan), such a nice and great forum. May Allah Almighty bless you all.

All, Would like to let you all know that SEFP is three years old as of May 24, 2015. I would like to thank everyone out there for the active participation they have shown. In particular, Rana and Sir Baz for their continuous support during the early days and now. Have an excellent week guys! Almighty bless you all. Thanks.

Thanks Uzair. You have been vital. Thanks for your help and encouragement to everyone on SEFP.

Dear; If the deflection is excessive you need to increase tension steel (TOP) in cantilever. But if the deflection is less excessive you can reduce it by adding additional compression reinforcement (BOTTOM) in cantilever. What does it mean 1. Increasing compression reinforcement reduces long-term deflection (by small amounts) But it has very very minor effect on I-cracked (I-cracked almost stays same but Long Term Deflection decreases by little amount) 2. Increasing tension reinforcement reduces long-term deflection (by large amounts) But it has major impact on I-cracked (I-cracked increases and Long Term Deflection decreases by same amounts) So it is very clear that long-term deflection can be reduced by increasing I-cracked or in other words tension steel (TOP) in cantilever. But here arises one concern that if you change tension steel (so it will also change I-cracked) which in turn will change analysis and moment attraction. So you have to repeat the calculations. (Thats why we say to add compression reinf to reduce long-term deflection without analysing again). This holds true for continuous structure. For single span, you dont need to re-analyze. If you change I-cracked equally in continuous system you also dont need to reanalyze again. (Very rare). Conclusion If the deflection is huge (which is, i think) then increase tension steel in SAFE. (You can increase compression steel too but it will have very much less effect than tension steel). Hope that helps.

Thanks sir umar and congrats for SEFP 3 years!

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.

Even if you provide a straight bar, all you need to check is that your bar develops greater than 146 kips of axial load + tension due to moment. If you don't want to use Hilti, use epoxy, drill the bars, check the epoxy-steel ULS, Concrete Breakout of Dowel Group and finish your design. Why are you afraid of neglecting the hook. Design for what you provide. Period. Thanks.