Waqar Saleem

@baz and @rana i am of the view that the reinforcement is cut before the support is it ok and will it take stresses or providing extra length upto the support is must?

Dear members salam http://www.sepakistan.com/public/style_emoticons/#EMO_DIR#/smile.png in the ACI 11.1.3.1commentary Fig.R11.1.3.1(http://www.sepakistan.com/public/style_emoticons/#EMO_DIR#/cool.png it is mentioned that if a beam is loaded near bottom critical shear should be considered at the face of support and not at a distance d from the face of support as in the case of beam loaded at the top.same case is when supporting member is in tension R11.1.3.1(e) relevant commentary and figures are at the link plz check http://wiki-edupunk.blogspot.com/2012/08/aci-commentary-r11131.html 1.why is it so?why critical shear at the face of support? 2.how can practically a beam is loaded near bottom? Thanking you in anticipation for your kindness and guidance

Dear members Salam in the commentary of point of ACI code 11.1.2.1 it is mentioned that when compressive strength of concrete increases 10,000psi web reinforcement increases also. we find shear strength 2*sqrt(compressive strength)*b*d, mathematically concrete shear strength(ACI 11.3.1.1) should be increased but it decreases.any reason that justify this suggestion of code??? Thanking in anticipation

Dear members on this link there is a drawing in which top_reinforcement is just supported only on one side how this type of reinforcement is efficient. http://wiki-edupunk.blogspot.com/2012/08/slabtopreinforcement.html thanking you in anticipation for your precious time and knowledge sharing

very nice sharing sir Rana it lead me to a nice study ...

@umar sir there is no 10.15.1 in Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary i have the copy with last point 10.14 of bearing strength

Thanx @umar sure sir plz share some paper when feasible @ayesha thanx what is L/D and do we use strut and tie model for deep beams only or the phenomenon is applicable in all shear cases???

Thanx @Rana and @Makhzumi How these factors of 1.2,1.6,.9,0.6 are derived any idea?as before in old books 1.2 was 1.4 and 1.6 was 1.7 also factor for shear is changed

nice sir but most of the time especially engineers use the equations which are derived by others and if they start deriving them it would be very hectic...

@umar sir 3days of eid has been completed btw you are talking about which eid... we have had variety and options in this matter

sorry sir itsnt serious part of the comment

very tough English and facts and figures have headache while reading all this Rana sir very nice suggestions and i hope the Admin will have most of the things in his mind already and some plan for it but might be waiting for appropriate time to take action(actually i had a lil conversation with him). 1-inactive members may be notified by email to participate rather urged to. 2-inactive moderators may also asked that why they are not visiting.a rule should be made that a moderator must visit the assigned section and improve it by writing some article per week or some activity which make that section interesting and within moderators there may be some competition for the sake of improvement and knowledge transfer and sharing. 3-members should not be automatically deleted they should be persuaded to participate better try to make them active members.if you have decided to delete inactive members at least give them some more time and some notifications after that go ahead,make some auto database that automatically notify the members that they should participate or there membership be confiscated. 4-senior members should be contacted personally by admin or mods and requested to share some informational and technical articles per week or fortnightly or monthly.for senior engineers and faculty members may have different criteria than other members. 5-there are no books or other material like codes etc. shared yet which can increase the activity in the forum. Thanx and if someone have headache after reading i apologise in anticipation.

Thanx dear Rana it is honour for me to be friend but don't think that i'll quit asking questions due to friendship

How do we consider the weight/load of top slab of a UGWT while we design its walls as cantilever retaining walls ???

Does modular ratio really effect the design procedure?where do we use it design calculations???

why dead load is decreased by multiplying by 0.9 in some of load combinations in ACI???

from composite concrete you mean lightweight concrete???plz qoute the formula for modular ratio or any reference?

no he is not specifying lightweight or normalweight concrete. He says that by L.C.C By-Laws and C.P.114(1957) specify a value of m of 15 for all mixes of concrete

thanx Ayesha

modular ratio of concrete and steel is 8 normally but in a book i came across this modular ratio 15 book is Elementary Reinforced Concrete design by W.Morgan how come that much difference????

i shared the ref of slab corner reinforcement from the code.here i was having problem to share the images so i shared them on the following link plz check http://wiki-edupunk.blogspot.com/2012/08/slab-corner-reinforcement-according-to.html

Happy Eid mubarak may Allah bless us all as muslim ummah !!!

thanx Rana it is confirmed that shear strength decreases with increase in depth of beams what about the slabs and footings?as in footing we control punching shear by increasing the depth also in flat slabs same procedure is adopted.

mostly considered that shear strength increases when depth of concrete increases but i came across a statement contrary to that ref attached ACI (350-06) Chapter 11 Shear and Torsion 11.3.2.1,please explain.

in case of torsion at the discontinuous ends of a two way slab it reinforced with torsional steel which is L/5 where L is the longer side,any senior can share the drawing of the reinforcement how that reinforcement is placed ???