hey water tank design available at 1 click downloadFull description
Water Tank DesignDescripción completa
Water Tank Design
Water Tank Design
Water Tank Design is 3370Full description
Design calculation of rectangular tankFull description
Water Tank Design is 3370Full description
If your sheet is macro disable then do it enable.This Excel Sheet is The Solution For Different Type of Slab Design.In this Excel Sheet Seen Yellow Cell is the Data that we have to Input Man…Full description
rectangular water tank design example using working stress method of designFull description
rectangular water tank design example using working stress method of design
rectangular water tank design example using working stress method of designDescripción completa
rectangular water tank design example using working stress method of designFull description
rectangular water tank design example using working stress method of design
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journal paper for bubble deck slab
concrete slab design
INPUT 0.3m Wall thk. at Bot. Wall thk. at Top Uniform thk. Ht Varying thk. Ht. Ftg. Thk. Outside projection of ftg Inside projection of ftg Ht. of earth on ouside Mom ue to eart eart outs outsii e tank Mom due to water inside tank Width of ftg Total Ht.
0.725 0.3 2 3.8 0 .7 5 0.5 2.3 5.2
m m m m m m m m
0 .7 2 5 m
126.24 kN/m
0 .5 m
-127. -127.51 51 kN/m kN/m 3.525 m 5.8
0 .7 5 m Point O
S.No
Component
Load (kN/m)
1
Wall
105.125
0.8625
Moment (kNm/m) about O 90.6703125
3
Footing Wt. of earth on outside slab proj. Wt. of water on inside slab proj. Moment due to earth outside tank
6 6 .1
1.7625
1 1 6 .5 0 2
4 6 .8
0 .2 5
11.7
1 3 0 .8 7
2 .3 7 5
310.82
4 5 6 7
case1 case1
Levear arm(m)
3.5
126.24
Mom due to water inside tank
-127.51
No eart earth h outsi outside de & water water insid inside e condi conditio tion n
Vertical load (P) Moment due to above load (M) Width of ftg. (L) Distance of resultant (X = M/P) Eccentricity (e)
Max. soil Pressure (Pmax) Min. soil Pressure (Pmax)
3 0 2 .0 9 5 390.482313 3.525 1 .2 9 3 4 6 9 .5 <
kN=(105.125++66.1+130.87) kNm=(90.6703125+116.502+310.82+-127.51) m m mm 58 8 mm Hence ok
154.19 kN/Sq.m 17.22 kN k N/Sq.m
154.2
17.22 106.6 134.77
case3
Earth outside & water inside condition
Vertical load (P) Moment due to above load (M) Width of ftg. (L) Distance of resultant (X = M/P) Eccentricity (e)
348.895 528.422313 3.525 1.515 247.5 <
Max. soil Pressure (Pmax) Min. soil Pressure (Pmax)
kN=(105.125++66.1+46.8+130.87) kNm=(90.6703125+116.502+11.7+310.82+126.2 m m mm 588 mm Hence ok
140.68 kN/Sq.m 57.29 kN/Sq.m
140.7
57.29 111.71 128.86
Check for Shear (Only Max. case- Case-3) Critical section for shear @ disatance d from face of wall
1.594 m
Total shea @ critical section
121.38 kN/m length
Design shear (Vu) Shear strength of concr. (Tc)
121.38 kN/m length 0.4 N/Sq.mm (Table 19 - IS456)
Shear stress developed (Tv)
<
0.18 N/Sq.mm 0.4 N/Sq.mm Safe
3.8m
5.8m 2m
5m
case2
Earth outside & No water inside condition
Vertical load (P) Moment due to above load (M) Width of ftg. (L) Distance of resultant (X = M/P) Eccentricity (e)
Max. soil Pressure (Pmax) Min. soil Pressure (Pmax)
218.025 345.1123 3.525 1.583 179.5 <
kN=(105.125++66.1+46.8) kNm=(90.6703125+116.502+11.7+126.24) m m mm 588 mm Hence ok
80.75 kN/Sq.m 42.96 kN/Sq.m
80.75
42.96 67.62 75.39
Design of Cant. Proj. of footing (Only Max. case- Case-3) Gross soil pres. At face of ftg., (W2) +-127.51) Gross soil pres. At edge of ftg., (W1) BM at face of wall due to gross soil press.
149.926 kNm 670.6549 mm (Tcbt=2 N/ < 750 mm Hence ok 706 mm 1255.824 Sq.mm (Tst=190N/ 0.2286 % on both face 857.25 Sq.mm 12 100 Prov. =113 12 100 Prov. =113
