Hi Dr. Sherif, Thanks very much for your ever enjoyable lectures on designs of reinforced concrete members. The design of Reinforced concrete beam part 2- design example has been valuable to me. I would however like make the following observations; 1. Reinforcement, Clause 3.4.4.4 Use 6T25 Bot. (Asp = 2950) The area is 2945 and not 2950 as indicated. 2. Check Shear vu = lesser (0.8 square root 30, 5) = 4.38. not 4.28 as indicated. 3. Design of Links At d face of support ; Vd = 292.8 - 58.56 x (0.15 + 0.628) = 247.2. Not 248.8 kN as indicated. 4. Extent of shear links = (Vface - Vn)/w = (284 - 152.3)/58.56. Vn is 166.42 and not 152.3kN as indicated. 5. Fig. 3.24 not Fig 3.25 as indicated 6. I did not get the concept of Transverse Steel. It did not come out clearly on how you arrived at T10-300 C/C. Thanks a lot Dr. Hope you will soon lecture on Design of Reinforced Concrete Columns. Regards, E.K.Bett

@MrElgamal77

4 жыл бұрын

Thank you for your valuable comments. I will try to fix them later. The columns will come soon.

Great explanations throughout. Thank you!

Macha-Allah. thanks for the great lectures. your lectures are one of the best on youtube channel. i am so grateful, thank you for the great job

Those lessons are super valuable to me

M.a Allah yaxfiduk our real teacher

thanks for this lectures.

@MrElgamal77

2 ай бұрын

You are welcome

THANK U Dr its really valuable

Valuable lecture .. deep thanks

Thank you very much sir.

This is great sir,thank u soo much,we are stl waiting for more.

@kingm.g6587

3 жыл бұрын

Dr Sharif! ur lactures are so clear and detail, but it have shortage of visible on the board that u writes.

Hi Dr Sherif your videos are superb.. I m glad that you have mentioned each and everything with references to the code... Could you please also make same series with reference to ACI 318M code.. If possible.. Thank you so much for your efforts

Thanks alot Dr Please apload series vedio about pre-stressed concrete

@user-tl1gi5mn7j

Жыл бұрын

kzread.info/head/PLtElM8k8rEY3C7PkxzICkMXRz7687C_6F, refer this one

Good explanation. Ok

I'm missing something here...what is the reason for removing 3 bars when doing the shear calculations?

@MrElgamal77

Жыл бұрын

Because there is no need for all bars near support. You can reduce the number of bars near support to save in reinforcement.

Thanks alot

Thank for the video nut i can't get the picture how to assume in the shear link for Asv

Nice content, Dr. Thank you, Trying to refresh all this content and I found a good way to do that watching your videos. I have a question, maybe it's very stupid but, is there any criteria to assume properly the As for the links?

Thank you so much sir!

@MrElgamal77

2 жыл бұрын

Most welcome! Keep watching and share with others.

Can you give another example with the slab is two way slab? Thanks Dr.

Very good video I am super grateful for your explanation, I am interested in the design of those columns with that same example of the structure, will you have a video explaining their design?

@MrElgamal77

3 жыл бұрын

Thank you for your interest. I already have some videos about the design on columns. You can see them.

If beam (20×60) cm, Fcu =35 Mpa , Mu = 105 KN.m what is the main bottom steel in mid span in this case he didn't give Fy for steel

Always we have to give a credit where Credit is due, Bro Dr.sharif Thanks alot your videos are very enlightening. Sincerely i am enjoying . Regarding this video Would like to ask Since our full length of the beam(span-B1) in the plan is 10,000mm inclusive of column width(both sides) which we have a square column of 300mm by 300m, why do we remain with 300mm for bòth end instead of 600mm after this ( 10,000-(2250+5200+2250)=300mm) with reference to the last page?

Thanks teacher

@MrElgamal77

2 жыл бұрын

You are welcome

Is there a way we can download this worked example in pdf?

Thnk you very much you dr

@MrElgamal77

3 жыл бұрын

Most welcome 😊

gREAT VIDEO..any link for practice exam questions

alslam alikom engineer Sharif, thanks for the excellent material and brief explanation, this is the first time I understand the design. I have a question regarding the minute 26:49 the (extent of shear links) we have find that Vn = 166.42 KN and when substituting in the next line we wrote the value is 152.3, I am wondering from where did we get the value of 152.3? or it should be 166.42? thanks again

I had a question, when dividing the total weight F to get the distributed load W (load calculations in first step) why you divided it by 10m not 4.5m? Shouldn’t be divided by 4.5 so it can be distributed in the 10m direction??

@MrElgamal77

2 ай бұрын

No. This load is over the total length of the beam which is 10 m. To change it to distributed load, we divide the concentrated load by the beam length which is 10.

Please can you explain further the 0.15+0.628 sir. I have been trying to really picture it. Thanks for the good work

@MrElgamal77

2 жыл бұрын

The critical section of shear IA at distance d from the face of the support. This means (d+ column width/2) from the centerline of the column. Column width was 0.3 m and d=0.628. Therefore the distance from center of the column = 0.15+0.628

I have an issue I followed the principle. On your page check shear. V I got 5.44N/mm2 is greater than 4.38???

@omoniyitope7826

2 жыл бұрын

Please check again. The 0.8 x sqrt(30)=4.38. I think you used a higher grade of concrete than what was given in the question

He'll sir. I have always liked your tutorials. My concern is about Bs 8110 and eurocode 2, which one should we adapt as the latest reference code? Thanks

@MrElgamal77

Жыл бұрын

They are two different codes. This depends on the required code of the project. Eurocode 2 is newer than the BS8110, but the BS8110 is still used in many countries.

in initial proportioning 20 mm bars were assumed as main bars.but finally 25 mm bars were considered. isnt it a problem as it may causes to change the effective depth and so on.

@omoniyitope7826

2 жыл бұрын

Whatever change is insignificant if you recalculate

Masha allh. May allah bless u Thank u very much Would u help me all the (power point )

السلام عليكم لو سمحت كيف تم حساب hf hight of the flange ب 175 ؟

@MrElgamal77

3 жыл бұрын

Was taken from previous lectures. You can calculate the hf from the slab design. It is the slab thickness.

Great job sir may God continue to increase your knowledge. Please I have a question: when you design for Linkes in (Svmax= 0.75×628= 471mm >Sv=150) OK Why is it Ok? Since 150mm > Svmax = 471mm. Please I need more enlightenment sir thank you sir Best regard sir.

@MrElgamal77

4 жыл бұрын

It is ok because you did not excerd the maximum spacing. This means that you are in the safe side.

What if thickness not given?

@MrElgamal77

2 ай бұрын

Very easy. Assume a reasonable value . Use H=Span/10 for simply supported and = Span/12 for continuous beam.

Finishes should be 4.5kN

@engrxiddig

Жыл бұрын

Waryaahe