Calculation for D12m Silo

DIAMETER OF SILO

BG1=

36

m

BG4=

-1

m

BG2=

30

m

BG5=

-4.2

m

BG3=

9

m

D=

12

m

DENSITY(CAPACITY) γ1=

14

kN/m

ANGLE OF NATURE REPOSE ρ1 =

35

o

16

kN/m

γ= CONCRETE GRADE: C30

0.22

m

3

Tensile strength design value

R E I N F O R C E M E N T: H R B 3 3 5

2

ft=

1.43

N/mm

fy =

300

N/mm

2

2

elas elasti tici city t y coef coeffi fici cien ent: t:

Ec= Ec=

30000

N/mm

elas elasti tici city t y coef coeffi fici cien ent: t:

Es= Es=

200000

N/mm

h 1 = B G 1 - B G 2=

6

m

h 3 = B G 3 - B G 4=

10

m

So:

t=

Thickness 3

2

h2=D * tan(ρ) / 2 = h 4 = B G 2 - B G 3=

Cone volume

V1=

Cylindrical volume

V2=

Net Vol=V1+V2=

CAPACITY=(Net CAPACITY=(Net Vol)*γ1=

Bulk density of clinker: Internal friction angle

Angle of wall friction: Wall friction: S i l o i n s i de d i a m e t e r :

2

π * D * h2/12 = 2 * π * D h3/4 = 2375.044 m3 33250.617 kN

Hydraulic radius: Pressure coefficient: Height of cone gravity:

Static lateral pressures along depth:

m m

3

2375.044

m

3

3

16

kN/m

33

o

δ=1.0 * ￠= μ=tanδ= D =

33

o

0.649 12

m

37.699

m

3

m

0.295 1.400

Py = γρ(1-e Stress of reinf.:≤

Thus,static lateral pressures along depth:

m

0.000

γ= ￠ =

π* D= ρ = D/4 = k=(1-sin￠)/(1+sin￠)= H = (h2)/3 =

Silo inside perimeter

4. 20 1 2 1 . 00 0

m

-μkz/ρ

)/μ

230

2

N/mm And<0.55fy

1

4. 20 0

0 . 7 65

1 7 . 3 78

5 8. 94 8

1 1. . 35

2 3 . 4 60

14 0. 76 1

2

8. 40 0

0 . 5 85

3 0 . 6 70

10 4. 03 6

1 . 45

4 4 . 4 72

26 6. 82 9

3

1 2. 60 0

0 . 4 48

4 0 . 8 37

13 8. 52 4

1 . 55

6 3 . 2 97

4

1 6. 80 0

0 . 3 42

4 8 . 6 14

16 4. 90 3

1.6

7 7 . 7 82

2 2 2 . 6 20

4 6 6. 69 1

5

2 1. 00 0

0 . 2 62

54.562

18 1 8 5. 08 1

1 . 65

9 0 . 0 27

249.859

54 5 4 0. 16 3

1

4. 20 0

612.003

12

200

1130.973

1 24 24 .4 .4 60 60

9 2. 2. 19 19 2

2

8. 40 0

1160.126

12

150

1507.964

176. 176.94 947 7

122. 122.03 032 2

3

1 2. 60 0

1651.236

14

125

2463.009

1 54 54 .1 .1 95 95

9 9. 9. 48 48 1

4

1 6. 80 0

2029.092

14

125

2463.009

189. 189.48 480 0

118. 118.42 425 5

5

2 1. 00 0

2348.536

16

150

2 6 8 0 . 8 26

2 0 1 . 4 91

12 2 . 1 1 6

Wcr=W1+W2

f tk =

2.01

N/mm

2

ςsk =Nk  /As

1.00

For plan bars β=

Ψ=1.1-0.65*ftk/ρte/ςsk ( but not less than 0.2 and not larger than 1.0) Ate= Ate=0. 0.5b 5bh= h= 1100 110000 00 mm c= ρte=As/Ate ( 1 ) At Y = 8 . 4 00 m; A = t1 x 1=

第 1 页

37 9. 78 4

30 0 . 22

mm 2

m /m

D12m Off-Spec. CLINKER SILO DESIGN CALCULATIONS.xls

de q =

1 2 . 0 00

mm

ςsk =Nk  /As=

176.947

Ψ= αcr= 2.7 W1=1.9*C*αcrΨςsk/Es= W2=αcrΨςsk/Es*0.08*deq/ρte= W1=Ψ1(long term)XScrXfvt'/Es= So W c r = W 1 + W 2 = (2 ) A t Y = de q =

12 . 6 0 0 1 4 . 0 00

0.561

0. 1 7 0

mm

m;

0. 0 7 6

mm

0. 0 9 4

mm

0. 0 0 0

mm

<0.2mm A = t1 x 1 =

ok! 2

0.22

m /m

1.00

For rolled bars β=

mm

ςsk =Nk  /As=

154.195

Ψ=

0.622

2.7 αcr= W1=1.9*C*αcrΨςsk/Es= W2=αcrΨςsk/Es*0.08*deq/ρte= So W c r = W 1 + W 2 =

5. FOUNDATION

0. 1 8 3

mm

0. 1 1 9

mm

0. 0 6 5

mm

<0.2mm

ok!

CALCULATION (D45m clinker silo)

R(Radius)

6. 0 0 0

m

p(Hydraulic radius)

3 .0 0 0

m

H(high of silo）

2 1 . 0 00

m

s(Clinker high)

2 1 . 0 00

m

u(Friction coefficient)

0.500

r(Gravity density）

3

16.000

kN/m

w0 (External Load)

1900.000

kN

Internal friction angle

3 3 .0 0 0

w1(roof weight )

800.000

kN

k(Side pressure coefficient)

0 .2 9 5

6785.840

w2(Floor weight)

w3(wall weight) w4(clinker weight)

4 4 3 4 . 0 75 3 8 0 0 0 . 7 05

kN kN kN

Friction

3 5 5 7 . 4 36

kN

w6(foundation weight)

5 3 0 1 . 0 00

kN

w7(column weight) W(total weight)

kN m

2

Design area

176.715

m

2

Design base pressure

358.471

kN/m

1 0 0 0 . 0 00

mm

b(Bottom width)

uks/p Kvs

kN /m kN

0.813

2568.000 6 3 3 4 7 . 0 56 126.694

Calculation area

1 8 8 . 7 28 7 1 1 4 . 8 72 1.032

Friction

0

2

M(Bottom Moment)

390

第 2 页

KN·m

D12m Off-Spec. CLINKER SILO DESIGN CALCULATIONS.xls

h(Floor height)

1200.000

mm

h0(Bottom effective height)

1160.000

mm

Materials characteristic :

Concrete rank C30 Compressive strength design value fc=

2

14.3

(N/mm )

Tensile strength design value ft=

2

1.43

(N/mm )

Concrete elasticity coefficient Ec=

2

28000

(N/mm )

Steel bar category : Tensile strength & compressive strength design value

a)HRB335

fy=fy'=

2

300

(N/mm )

200000

(N/mm )

Elasticity coefficient Es=

2

Tensile strength & compressive strength design value

b)HPB235

fy=fy'=

2

2 10

(N/m m )

2100 210000 00

(N/m (N/mm m)

Elasticity coefficient Es=

1163 mm2

Reinforced area area calculation calculation A s =

b c = h c= c 1= x= U m= F l= t max = 0.7（0.4＋1.2/  βs）βhp ft=

1 0 00 1 5 80 4 6 9 . 2 48 5 3 20 4 2 9 3 . 11 0 . 6 9 5 86

mm mm mm mm kN

2

h 0= c 2= C a b= I s= a s=

116 0 216 0 111 0.75 2 2. 1E+1 2 0. 3631 3

mm mm mm mm

2

(N/mm )

1.001 (N/mm2)

tmax<0.7（0.4＋1.2/ βs）βhpft

ok

第 3 页

D12m Off-Spec. CLINKER SILO DESIGN CALCULATIONS.xls