Underground Water Tank design using ACI code

[@BARTLANTV]

How about the sloshing effect of water exerted against the wall during ground shaking?

[@longbasket23]

13:03 fs calculated is 118.53, why is it became 114.16 during substitution?

[@kyawaung4305]

Why don't think water weight for base slab? Pls. could you explain details

[@kirkgulle254]

where is the 34.375 come from? in 15:32

[@jamiubamidele]

In the uplift force calculation why is the h ingthe given formula taken to be the tank side wall height??

[@abdurrasheed148]

At 2:12 2.65+.15 should be 2.8m, not 2.68. Thanks for the effort. Also, I was curious why u have used 2.8 for max bending moment calculation 9:18 , and then 2.68 for the weight of the walls 15:24 and weight of the soil projection 16:05 .

[@tomtree2336]

Very good video Dr. Saleema. I was wondering if you could please do the same example for a larger tank that has columns and beams, i.e. size 170m x 110m x 8m deep with water table 5m above base slab. STAAD Pro demonstration will be greatly appreciated, using ACI codes please. Thanks and best regards

[@kcince6372]

Nice Dr. Saleema ..thanks

[@TamphamQuan]

Hi! can you please share the document of the youtube instruction. Thank you

[@jamiubamidele]

Why is the roof slab live load this small considering the tank is underground with unrestricted access by people and equipment? The chosen figure appears applicable to overhead tank.

[@edysandoval9256]

Please do an example step by step of and underground rectangular tank with a slab on the top that resist a vehicle load, using the ACI code. And how to do it with PCA Code. Thanks

[@nik2kol614]

do u have idea how to design swimming pool by ACI ????

[@alexignacioandrade4586]

excellent job miss, thank you

[@traderbareng3687]

hi there ... i want to try ,, make design of graoundtank with 98000 liter of water ... do you have any sugetion of concrete ticknes and steel bar dimenson .. .. i applogize if i bother you.. but i still confus for your explantion ..thank you

[@SaleemaPanda1990]

You can guess the thickness at start and then check if crack width is within permissible else increases your thickness.

[@SaleemaPanda1990]

It's better to have lesser dimension steel bar- then for same amount of steel required, you have more number of bars with less spacing which is good to control shrinkage and cracks.

[@traderbareng3687]

@@SaleemaPanda1990 i use 13 mm and 8 mm with 20 cm bar distance .. and total dimension tickness of bottom concrete 25 cm with lenght 8.5 x 8,5 m.mor bigger then top plat and. high 2m meaning 7x7x2 = 98 m3 sorry for my bad english .. thank you

[@traderbareng3687]

@@SaleemaPanda1990 i will try to know your expalination video to night .and i try to get it

[@joseantonioalarconleon3382]

​@@SaleemaPanda1990 I've seen load factors as Sanitation Coefficient in the ACI 350 Chapter 9, I think that the demand must multiplied by this factor.

[@assdyousaf7257]

Respected Dr. Why there is no evidence of shear / thickness of wall checking in your calculations ??

[@gemotorres3]

I think there is a typo fixed at the beginning but used later, the H=2.65+0.15 =2.80m, but typed as 2.68m, and then used later as 2.68m.. Or I am missing something?

[@shebinmohammedbasheer3457]

after reaching As value in mm2 , how you are concluding to min steel (0.003) is enough? Pl reply

[@aravindhanvinayagam2430]

Mam, can you upload the video for seismic impacts on ug tanks

[@billyjoebreakfast5922]

Good day!, Thanks, Dr. Saleema for your efforts and granting my request. However, based on the presentation the seismic effect did not consider or since this is below ground level seismic effect is minimal?

[@SaleemaPanda1990]

We can not predict like that. We have to analyze for the same. I can add a video on seismic analysis of water tank.

[@haythamibraheem8323]

Dear Dr. Saleema.. I believe we should not use the equation of (fs=Ma/(As(d-a/2)) to get steel stress, since the equivalent neutral axis depth (a) corresponds to the strength level loads not the service level loads. May be we use the 0.6fy value. otherwise, fs=Ma*yc/I where yc is the transformed section neutral axis depth. & I is cracked section inertia

[@مكتفيبذاتيمكتفيبذاتي-ش8ق]

You amazing ...thank you very much Dr.saleema

[@shebinmohammedbasheer3457]

Is it mandatory to include side projections?

[@bisanopait9790]

No only when the uplift force is greater than the downward force acting on the base of the tank.

[@nargiskhan7610]

Madam please design an underground r c c water tank of 5000 litres capacity of rectangular shape.

[@الفنانالحقيقي]

appreciate