Water tank design ppt

Water tank design using IS 3370
stress check
shear check
reinforcement

1. DESIGN AND DETAILING OF WATER TANK Data and dimension calculations: Capacity of Water Tank = 135lpcd ×[4 members × (7+(8×8))] = 38340 litre/day Length = 4.5m , Width = 2.15m  Height =   Free board=0.27m Total Height with free board = 1.98+.27 = 2.25m  

2. Joint condition All vertical joints are rigid and Horizontal Joints of walls and slabs are hinged  

3. Moment Calculations:   FROM IS 3370 (PART 4); TABLE 3

4. M H max = M y wa 3 , M V max = M x wa 3 W = 9800N/mm 2   Long Wall:   Length (b) = 4.5m , Height (a) = 2.25m  

5. From IS3370 (Part 4) 1967, TABLE 3 @ mid of the wall   M H max = 0.027×9800×2.25 3 (sagging) , 0.017×9800 × 2.25 3 (Hogging) M H max = 3013.95 N-m (sagging), 1897 N-m (Hogging) M V max = 0.015×9800×2.2×5 3 (sagging) , 0.086×9800 ×2.25 3 (Hogging) M V max = 1674.4 N-m (sagging) , 9600 N-m (Hogging)   @ edge of the wall M H max = 0.059 ×9800 ×2.25 3 = 6697.68 N-m (Hogging) M v max = 0.01×9800×2.25 3 = 1116.3 N-m (Hogging)

6. Shear Force From IS3370 (PART 4) , TABLE-7   @ mid point of edge of wall   SF = 0.3604wa 2 = 17880.34 N   Short Wall: Length (b) =2.15m , Height(a)=2.25m  

7. From IS3370 (Part 4) 1967 TABLE 3   @ mid of the wall   M H max = 0.011×9800×2.25 3 (sagging) , 0.008×9800 ×2.25 3 (Hogging) M H max = 1451 N-m (sagging) , 893 N-m (Hogging) M V max = 0.009×9800×2.25 3 (sagging) , 0.035×9800 ×2.25 3 (Hogging) M V max = 1004 N-m (sagging) , 3906.98 N-m (Hogging)

8. @ edge of the wall   M H max = 0.029 ×9800 ×2.25 3 = 3237.2 N-m (Hogging) M v max = 0.006×9800×2.25 3 = 669.76 N-m (Hogging)   Shear Force From IS3370 (PART 4) , TABLE-7   @ mid point of edge of wall SF = 0.258wa 2 = 12809.9N

9. Reinforcement @ edge of Long Wall : M H max =6697.68 N-m (Hogging) On Water face M = σ st A st Jd assuming Thickness (t) =200mm , d=200-30=170mm   σ st = 115 N/mm 2 IS3370 Part 2 (Table 4) σ cbc = 8.5 N/mm 2 IS3370 Part 2 (Table 2) k = =   J = 1-(K/3) = 0.8506 A st1 = mm 2  

10. T = 12809.9N A st2 = 2 Total A st = 402.7+111.39=514.09 2 IS3370 Part 2 cl. 8.1.1 A st min = 0.4% of c/s= 0.004×1000×200 = 800 2 So provide A st min = 800 2   Assume diameter of bar Ø = 10 mm S = = 95mm Provide 10mm bar @ 95mm c/c Distance on Water face  

11. Stress check From IS3370 (P-2) , cl-6.3(b) σ cbt ’ = N /mm 2 σ cbt = 1.8 N /mm 2 IS3370 Part 2 (Table 1) σ ct ’ = N /mm 2 σ ct = 1.3 N /mm 2 IS3370 Part 2 (Table 1)   < 1  

12. Shear check: τ v max = N /mm 2 P t = = IS 456 TABLE 19 M25 τ c = 0.47 > 0.1051 So safe   In top and bottom slab providing minimum reinforcement    

13. REINFORCEMENT DETAILING