Water Tank PCA Tables

Strength of Concrete

fcu

=

35 N/mm2

Strength of Reinforcement Unit weight of Stored material

fy

= =

460 N/mm2 9.81 kN/m3

w

Assume Fixed base Free top Continuous Side Tank Dimensions Length Width Height

= = =

9650 4650 4825

mm mm mm

Wall Thk Base Thk Top Slab Thk

Effective Length (b) Effective Width (C) Effective Height (a)

= 9650 + 350 = 4650 + 350 = 4825 + 0.5 x ( 350 + 0 )

= = =

10000 5000 5000

b/a c/a

= 10000 / 5000 = 5000 / 5000

= =

2.0 1.0

BM SF

- Tension on the loaded side + In the direction of the load

mm mm mm

Sign Convension

RHB Tab 53 PCA Table Long Wall

Long Wall

Vertical Bending moment

Vertical Bending moment COEF

At Bottom At Mid

Lx1 Lx2

M (kNm) (86) -105.5 37 45.4

Horizontal Bending moment At Mid Level At Mid Span Ly4 At Support Ly3

42 (64)

51.5 -78.5

At Top Level At Mid Span Ly2 At Support Ly1

51 (58)

62.5 -71.1

Shear

At Bottom At Mid Horizontal Bending moment At Mid Level

At Top Level

COEF At Base

V (kN)

Lv1

38

93.2

Direct Tension From Short Wall Sv3

26

63.8

(35) 10

-42.9 12.3

Horizontal Bending moment At Mid Level At Mid Span Sy4 At Support Sy3

(64)

0 -78.5

At Top Level At Mid Span Sy2 At Support Sy1

(23) (58)

-28.2 -71.1

Short Wall Vertical Bending moment COEF At Bottom At Mid

Sx1 Sx2

Shear COEF At Base

V (kN)

Sv1

24

58.9

Direct Tension From Long Wall Lv3

38

93.2

Long Wall Moments Vertical b/a

350 350 -

2.0 2.0 2.0 2.0 1.5 1.5 1.5 1.0 1.0 0.5 Moment Shear

mm mm mm

RHB Tab 53

ly/lz

2.0

ending moment COEF At Bottom

Lx1 Lx2

al Bending moment At Mid Level At Mid SpaLy4 At SupportLy3 At Top Level At Mid SpaLy2 At SupportLy1

c/a 2.0 1.5 1.0 0.5 1.5 1.0 0.5 1.0 0.5 0.5

Lx1 Lx2 (86) 33 (86) 35 (86) 37 (86) 38 (60) 22 (60) 25 (60) 24 (35) 10 (35) 12 (15) 2 3 COEF*wa /1000 -

Horizontal Ly1 (91) (72) (58) (65) (52) (38) (36) (19) (11) (1)

Ly2

Ly3 45 (89) 50 (76) 51 (64) 51 (64) 27 (63) 35 (49) 37 (44) 10 (36) 20 (32) 2 (10) 3 COEF*wa /1000 -

s

Short Wall Moments

zontal

Vertical Ly4 36 39 42 44 27 32 34 17 23 6

wa3/1000 -

SX1 Sx2 (86) 33 (60) 22 (35) 10 (25) 2 (60) 22 (35) 10 (15) 2 (15) 10 (15) 2 (15) 2 3 COEF*wa /1000 -

Shear Forces

Horizontal Sy1 (91) (72) (58) (65) (52) (38) (36) (19) (11) (3)

Sy2

Sy3 45 (89) 18 (76) (23) (64) (61) (64) 27 (63) (6) (49) (28) (44) 10 (36) (5) (32) 2 (10) 3 COEF*wa /1000

Long Wall Sy4

Lv1

16 22 (34) 27 10 (20) 17 (5) 6 -

Lv2 38 38 38 38 32 32 32 24 24 18

Lv3 10 10 10 10 5 5 5 2 2 -

COEF*wa2/100

38 38 38 38 34 34 34 26 26 13 -

Shear Forces

Free top Short Wall

Sv1

Sv2 38 32 24 24 32 24 14 24 14 14

Hinged top Fixed base Sv3

10 5 2 5 2 2 -

COEF*wa2/100

Hinged Base

38 34 26 13 34 26 13 26 13 13 -

Table 9.20 Moment and Shear force coefficients for walls subjected to hydrostatic pressure in a three-dimensional rectangular tank, assum Pinned Base Free Top (adapted from PCA tables) Continuous Side Long Wall Moments Short Wall Moments Shear Fo Vertical Horizontal Vertical Horizontal Long Wall b/a c/a Lx1 Lx2 Ly1 Ly2 Ly3 Ly4 SX1 Sx2 Sy1 Sy2 Sy3 Sy4 Lv1 2.0 2.0 (86) 33 (91) 45 (89) 36 (86) 33 (91) 45 (89) 16 38 2.0 1.5 (86) 35 (72) 50 (76) 39 (60) 22 (72) 18 (76) 22 38 2.0 1.0 (86) 37 (58) 51 (64) 42 (35) 10 (58) (23) (64) 38 2.0 0.5 (86) 38 (65) 51 (64) 44 (25) 2 (65) (61) (64) (34) 38 1.5 1.5 (60) 22 (52) 27 (63) 27 (60) 22 (52) 27 (63) 27 32 1.5 1.0 (60) 25 (38) 35 (49) 32 (35) 10 (38) (6) (49) 10 32 1.5 0.5 (60) 24 (36) 37 (44) 34 (15) 2 (36) (28) (44) (20) 32 1.0 1.0 (35) 10 (19) 10 (36) 17 (15) 10 (19) 10 (36) 17 24 1.0 0.5 (35) 12 (11) 20 (32) 23 (15) 2 (11) (5) (32) (5) 24 0.5 0.5 (15) 2 (1) 2 (10) 6 (15) 2 (3) 2 (10) 6 18 Moment COEF*wa3/1000 COEF*wa3/1000 COEF*wa3/1000 COEF*wa3/1000 2 Shear COEF*wa /100

Reynolds Handbook

nal rectangular tank, assuming a

Shear Forces Long Wall Short Wall Lv2 Lv3 Sv1 Sv2 Sv3 10 38 38 10 38 10 38 32 5 34 10 38 24 2 26 10 38 24 13 5 34 32 5 34 5 34 24 2 26 5 34 14 13 2 26 24 2 26 2 26 14 13 13 14 13 2 2 COEF*wa /100 COEF*wa /100

Table 9.21 Moment and Shear force coefficients for walls subjected to hydrostatic pressure in a thr Pinned Base Hinged Top (adapted from PCA tables) Continuous Side Long Wall Moments Short Wall Mom Vertical Horizontal Vertical b/a c/a Lx1 Lx2 Ly1 Ly2 Ly3 Ly4 SX1 2.0 2.0 (60) 42 59 20 (60) 2.0 1.5 (60) 43 (56) 20 (51) 2.0 1.0 (60) 44 (46) 20 (32) 2.0 0.5 (60) 46 (34) 20 (11) 1.5 1.5 (51) 28 (52) 21 (51) 1.5 1.0 (51) 30 (43) 21 (32) 1.5 0.5 (51) 35 (31) 24 (11) 1.0 1.0 (32) 11 (35) 16 (32) 1.0 0.5 (32) 15 (21) 8 (11) 0.5 0.5 (11) 2 (10) 1 (11) Moment COEF*wa3/1000 COEF*wa3/1000 COEF*wa3/1000 Shear -

d to hydrostatic pressure in a three-dimensional rectangular tank, assuming a (adapted from PCA tables) Short Wall Moments Shear Forces Vertical Horizontal Long Wall Short Wall Sx2 Sy1 Sy2 Sy3 Sy4 Lv1 Lv2 Lv3 Sv1 Sv2 Sv3 42 (59) 20 33 36 10 38 27 (56) 21 33 36 30 34 7 (46) 14 33 36 24 26 (6) (34) (9) 33 36 14 13 28 (52) 21 30 34 32 34 8 (43) 14 30 34 24 26 (5) 31 (7) 30 34 14 13 11 (35) 16 24 26 24 26 (3) (21) (2) 24 26 14 13 1 (10) 1 14 13 14 13 COEF*wa3/1000 COEF*wa3/1000 2 2 COEF*wa /100 COEF*wa /100

Table 9.22 Moment and Shear force coefficients for wall panels subjected to hydrostatic pressure assuming a Hinged base Free Top (adapted from PCA tables) Continuous Side b/a 0.5 1.0 1.5 2.0 2.5 3.0 4.0 5.0 (3) (19) (52) (91) (138) (196) Mh1 2 10 27 45 61 70 Mh2 (10) (36) (63) (89) (115) (137) Mh3 6 17 27 36 44 49 Mh4

Table 9.23 Moment and Shear force coefficients for wall pane hydrostatic pressure assuming a Fixed Base Free Top Continuous Side b/a 0.5 1.0 1.5 2.0 2 (18) (40) (62) Mh1 1 9 21 27 Mh2 (9) (29) (42) (49) Mh3 6 13 16 16 Mh4

Vh1 Vh2 Vh3

13 18

1 26 31

4 32 38

10 38 41

14 39 41

17 41 42

-

-

Vh1 Vh2 Vh3

2 13 16

3 23 19

11 26 17

20 25 15

MV1 MV2

2

10

22

33

42

49

-

-

MV1 MV2

(15) 2

(35) 9

(60) 16

(86) 15

VV1 VV2

14 -

24 -

32 -

38 -

42 -

45 -

-

-

VV1 VV2

20 -

32 -

41 -

46 -

ce coefficients for wall panels subjected to

(adapted from PCA tables) 2.5 3.0 4.0 5.0 (76) (89) (101) (103) 27 25 14 7 (53) (55) (55) (55) 14 10 4 27 24 13

b/a Mh1 Mh2 Mh3 Mh4

Vh1 Vh2 Vh3

13 19

26 32

34 38

36 39

37 39

38 39

38 39

38 39

Vh1 Vh2 Vh3

(108) (126) (148) (158) 11 5 (6) (13)

MV1 MV2

1

11

28

42

52

57

62

63

MV1 MV2

VV1 VV2

14 4

24 8

30 12

32 14

33 16

33 16

33 16

33 16

VV1 VV2

50 -

34 20 10

Table 9.25 Moment and Shear hydrostatic pressure

35 20 10

43 -

31 23 12

Table 9.24 Moment and Shear force coefficients for wall panels subjected to hydrostatic pressure assuming a Pinned Base Pinned Top (adapted from PCA tables) Continuous Side b/a 0.5 1.0 1.5 2.0 2.5 3.0 4.0 5.0 Mh1 Mh2 (10) (35) (52) (59) (62) (63) (64) (64) Mh3 5 16 21 20 17 16 16 15 Mh4

50 -

50 -

Table 9.25 Moment and Shear force coefficients for wall panels subjected to hydrostatic pressure assuming a Fixed base Pinned Top (adapted from PCA tables) Continuous Side 0.5 1.0 1.5 2.0 2.5 3.0 4.0 5.0 (11) (27) (34) (35) (35) (35) (35) (35) 6 12 12 9 8 7 6 5 13 19

26 32

34 38

36 39

37 39

36 39

36 39

36 39

(12) 3

(32) 11

(51) 21

(60) 26

(65) 29

(65) 30

(65) 30

(65) 30

20 3

32 8

38 9

39 10

39 10

39 10

39 10

39 10

lx/lz 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0

Mv1 0.012 0.015 0.020 0.024 0.030 0.035 0.040 0.045 0.050 0.055 0.060 0.065 0.070 0.075 0.080 0.086 Mv1 Mv2 Mv3 Mh1 Mh2 Mh3 Mh4

Mv2 0.002 0.003 0.004 0.005 0.008 0.009 0.010 0.001 0.001 0.009 0.009 0.008 0.007 0.007 0.006 0.006

Free Top Mh1 Mh2 0.005 0.005 0.006 0.005 0.007 0.006 0.008 0.007 0.010 0.008 0.012 0.009 0.013 0.010 0.015 0.010 0.016 0.010 0.016 0.009 0.016 0.008 0.017 0.008 0.017 0.008 0.017 0.007 0.016 0.007 0.015 0.006

Mh3 0.042 0.039 0.037 0.035 0.032 0.030 0.027 0.025 0.023 0.021 0.019 0.017 0.016 0.015 0.014 0.013

Mh4 0.021 0.018 0.017 0.016 0.014 0.013 0.012 0.010 0.009 0.008 0.007 0.006 0.006 0.005 0.004 0.004

Fixed Base Fixed Side Pinned Top Mv1 Mv2 Mh3 0.012 0.003 0.049 0.015 0.005 0.046 0.020 0.006 0.042 0.025 0.008 0.036 0.030 0.010 0.033 0.034 0.012 0.028 0.038 0.013 0.025 0.044 0.015 0.022 0.047 0.018 0.020 0.050 0.019 0.017 0.053 0.021 0.016 0.055 0.022 0.013 0.058 0.023 0.012 0.059 0.024 0.011 0.061 0.025 0.010 0.063 0.026 0.009

Maximum negative vertical moment at base Maximum possitive vertical moment at mid span Maximum negative vertical moment at top Negative Horizontal moment at top Possitive horizontal moment at top Max negative horizontal moment at support Max possitive horizontal moment at mid span

Fixed Top Mh4 0.025 0.021 0.019 0.017 0.014 0.012 0.011 0.009 0.008 0.006 0.005 0.005 0.004 0.003 0.003 0.003

Mv1 0.012 0.015 0.020 0.025 0.029 0.033 0.037 0.040 0.043 0.044 0.046 0.047 0.048 0.048 0.049 0.050

Mv2 0.003 0.004 0.006 0.008 0.010 0.012 0.013 0.015 0.016 0.017 0.018 0.018 0.019 0.020 0.021 0.021

Fixed Top Mv3 Mh3 0.003 0.050 0.004 0.047 0.080 0.042 0.010 0.037 0.014 0.031 0.018 0.028 0.021 0.023 0.023 0.020 0.026 0.017 0.028 0.015 0.029 0.013 0.030 0.012 0.031 0.010 0.032 0.009 0.032 0.008 0.033 0.007

Mh4 0.024 0.021 0.018 0.016 0.013 0.011 0.009 0.007 0.006 0.005 0.004 0.003 0.003 0.003 0.002 0.002

Hinged Base Pinned Side Free Top Pinned Top Fixed Top Max. Vertical Max. Horizontal Max. Vertical Max. Horizontal Max. Vertical 0.005 0.055 0.008 0.056 0.008 0.006 0.048 0.011 0.047 0.012 0.010 0.043 0.014 0.040 0.015 0.013 0.040 0.018 0.033 0.018 0.016 0.035 0.022 0.027 0.022 0.020 0.032 0.025 0.023 0.025 0.023 0.029 0.030 0.019 0.029 0.026 0.027 0.033 0.018 0.033 0.030 0.024 0.037 0.013 0.037 0.033 0.022 0.040 0.012 0.039 0.036 0.020 0.043 0.010 0.042 0.040 0.018 0.045 0.009 0.045 0.043 0.016 0.047 0.008 0.047 0.045 0.015 0.049 0.007 0.052 0.048 0.014 0.051 0.006 0.054 0.050 0.013 0.052 0.006 0.058

Fixed Top Max. Horizontal 0.055 0.048 0.040 0.033 0.027 0.023 0.019 0.016 0.013 0.012 0.010 0.009 0.008 0.007 0.006 0.005