Calculation note for tank foundation (Recovered).docx

‫پروژه توسعه مخازن سوخت فلسی‬ ‫نیروگاه شریعتی‬

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‫راهبرد‬Page 1 of 8 ‫بینا‬ Sheet:

Document Number: Document Title:

‫سازه‬

15000 m3 GASOIL TANK RING WALL FOUNDATION


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UNITS: ton & m (unless noted otherwise)

Input Data Concrete 2

f'c (kg/cm )

250

c (ton/m )

2.4

3

Soil Parameter  (degree) 2 C (kg/cm ) 3 Ks (kg/cm )

30 0.04 1.35

s (ton/m )

1.8

3

2

qnet (kg/cm ) S settlement (m)

1.5 0.025

Equipment Data B.C.D Anchor bolts Shell thickness Bottom Plate Thickness D, Tank outside diameter H

38.2 None 0.012 0.008 38.212 13.2

‫قطر تانك با در نظر گرفتن ضخامت شل‬

Foundation Assumption B H1 H2 D1, Ring Diameter

1.1 0.5 1.5 39.312

Loading(ton & m) W operate Earthquake Shear Earthquake Coefficient

13189 2068 0.16

‫قطر خارجي رينگ فونداسيون‬


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‫سازه‬

Table 1 Case Equipment Load Shear Wind Moment Shear Earthquake Moment

Empty 255 32.9 1278 39.98

Operating 13189 32.9 1278 2068

Test 15006 32.9 1278 2352.90

222.34

11500

13084.31

Foundation Weight 2

2

[(D+B) -(D-B) ]**0.25*H2*t

475.38

Load Combination Table 2 Description(Elastic Condition) DL+EMPTY+WL Empty DL+EMPTY+EL DL+ET+0.2WL Test DL+ET+0.2*EL DL+EO+WL Operate

DL+EO+EL DL+EO

Px 32.90 39.98 6.58 470.58 32.90

Pz 730.38 730.38 15481.38 15481.38 13664.38

My 1327.35 282.32 265.47 3322.73 1327.35

2068.00

13664.38

14602.00

0.00

13664.38

0.00

Px 42.77 39.98 8.55 752.93 42.77

Pz 657.35 657.35 18577.66 18577.66 16397.26

My 1725.56 282.32 396.44 5316.37 1725.56

2068.00

16397.26

14602.00

0.00

19130.14

0.00

Table 3 Description(Ultimate Condition) 0.9(DL+EMPTY)+1.3WL Empty 0.9(DL+EMPTY)+EL 1.2(DL+ET)+1.3*(0.2*WL) Test 1.2(DL+ET)+1.6*(0.2*EL) 1.2(DL+EO)+1.3WL Operate

1.2(DL+EO)+EL 1.4(DL+EO)

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‫سازه‬

Stability Check Bearing Capacity Check

P1

P2

max

Allow Factor

DL+EMPTY+WL DL+EMPTY+EL DL+ET+0.2WL DL+ET+0.2*EL DL+EO+WL

5.26 5.26 12.07 12.07 11.25

1.05 0.22 0.21 2.63 1.05

4.75 4.13 9.24 11.06 9.25

DL+EO+EL

11.25

11.57

DL+EO

11.25

0.00

Description(Elastic Condition) Empty Test

Operate

2

A1 A2 F1(Test) F2(Op.)

132.05 65.08 13.09 11.50

m 2 m 2 ton/m 2 ton/m

A tank bott.

1146.80

m

W steel bott.

72.02

ton

P1 = {(Empty wt. - W

steel bott.)

17.16

1.33

15.00

OK

8.46

1.00

15.00

OK

OK OK OK OK OK

Area of footing Area of tank bott. that settled on the footing Stress on tank bott. due to Test load Stress on tank bott. due to Operate load

2

0.140

Av

Conclusion

1.33 1.33 1.33 1.33 1.33

Bearing Capa. 15.00 15.00 15.00 15.00 15.00

Steel bott. Weight Vertical earthquake acceleration coefficent %g according to API-650

+ (Ring Wall wt.) + (F1 or F2)*A2} / A1

2

P2 = (1.273*M) / (D * B)

M : Wind or Seismic Moment

Ultimate Condition For Reinforcement Design

P1

P2

0.9(DL+EMPTY)+1.3WL 0.9(DL+EMPTY)+EL 1.2(DL+ET)+1.3*(0.2*WL) 1.2(DL+ET)+1.6*(0.2*EL) 1.2(DL+EO)+1.3WL

4.74 4.74 14.49 14.49 13.50

1.37 0.22 0.31 4.21 1.37

max 6.11 4.96 14.80 18.70 14.87

1.2(DL+EO)+EL

13.50

11.57

25.07

1.4(DL+EO)

15.75

0.00

15.75

Description(Ultimate Condition) Empty Test

Operate


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Overturning Check Description(Elastic Condition) DL+EMPTY+WL Empty DL+EMPTY+EL DL+ET+0.2WL Test DL+ET+0.2*(EL) DL+EO+WL DL+EO+EL

Operate

Mry 14356.43 14356.43 304302.09 304302.09 268587.14

My' 1327.35 282.32 265.47 3322.73 1327.35

Mry / My' 10.82 50.85 1146.28 91.58 202.35

S.F 2.00 2.00 2.00 2.00 2.00

Conclusion OK OK OK OK OK

268587.14

14602.00

18.39

2.00

OK

Mry = Pz * Df * 0.5 My' = My + Px * H2

Slididng Check Description(Elastic Condition) DL+EMPTY+WL Empty DL+EMPTY+EL DL+ET+0.2WL Test DL+ET+0.2*(EL) DL+EO+WL DL+EO+EL

Operate

Pz' 3651.05 3651.05 18402.05 18402.05 16585.05

Sr 1129.54 1129.54 5693.13 5693.13 5131.00

Px 32.90 39.98 6.58 470.58 32.90

Sr/Px 34.33 28.25 865.22 12.10 155.96

S.F 2.00 2.00 2.00 2.00 2.00

Conclusion OK OK OK OK OK

16585.05

5131.00

2068.00

2.48

2.00

OK

Pz' = Pz + Ps Pz' : total vertical force Ps : weight of soil under the tank Ps = [(D-B) * /4] * H2 * s 2

2920.67

Sr = Pz' * u u = tg(2/3)

0.31


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Settlement

1.42

s = (qB / Es) * f 1800 1.35 17.16

Es f max

ton / m

cm

OK

2

from table 4

Design Hoop Tension Wall Height (H2) Wall Width (B) Tank Shell dia. (D) K0 = 1 - Sin ()

1.50 1.10 38.21 0.50

Horizontal Compact Load : Phc =( 2 * P * s /  )

0.5

3.04

ton/m

2

Phc : max horizontal pressure on the ring wall from the soil and compaction combinedl P : line load from the compaction equal to sum of static and dynamic pressure P = 451 lbs/inch=8.06 t/m (Assume, vibratory roller) 3 1.8 ton/m s Radial Force,Fr1 = Phc * H2

4.56

ton/m


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‫سازه‬

Horizontal Load :

Pw : Max ( F1 & F2 )

13.09

ton/m

2

Radial Force,Fr2 = (K0 * Pw * H2) + (0.5 * K0 * s * H2 ) 2

Radial Force,Fr2

10.83

T ( Axial Tansion in Ring ) = 0.5 * MAX (Fr1&Fr2) * D MAX (Fr1&Fr2)

10.83

T ( Axial Tansion in Ring )

206.85

ton

ton ton

Tu (Ultimate Axial Tension in Ring) = (Soil Pressure Load Factor Acc.to ACI 2005) * T Tu (Ultimate Axial Tension in Ring)

330.96

ton

Reinforcing Vertical Bar As the shell will be placed at the center of the ring wall, the torsional moment due to shell eccentricity can be negligible. So, MIN re-bar is provided.

100 110

bw B min Asmin = 0.0020 * bw * B

0.002

‫عرض يك متر‬

cm cm

(for temperature and shrinkage for wall in ACI 318-7.12) 2 22.00 cm

Horizontal Bar B H2 min  fy

110 150 0.0035 4000

cm cm (for structural walls of uniform thickness as stated in ACI 318, chapter 14)

kg/cm

2

Asreq = Tu / (0.9 * fy)

91.93

Asmin = min * B * H2

57.75

Asreq = Max ( Asreq & Asmin )

91.93

cm

2

cm

2

cm

2


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‫سازه‬

Checking of Min. wall thk. As the differential settlement is disadvantageous for the tank, minimum thickness of concrete wall required to equalize soil pressures between under tank and ring wall. test operate

1

ton/m

3

1.4

ton/m

3

f = Max ( test & operate )

1.4

ton/m

3

ton/m

3

Soil presure P1 = f * H + s * H2

21.18

P2 = W / t' + 0.5 * f * H + c * H2 W = ( Empty wght. - W

steel bott.

t'

)/(*D)

1.52

18.28

cm

OK

Concrete Stress C (shrinkage coeff.)

0.003

Es n = Es / Ec fct = 0.7 * ( fc )

t"

2.10E+06 9 0.5

23.69

93.15

cm

kg / cm

2

kg / cm

2

OK

ton

Calculation note for tank foundation (Recovered).docx

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