Structure Calculation Sheet for Silo

8/20/2019 Structure Calculation Sheet for Silo

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STRUCTURE CALCULATION SHEET

FOR SILO


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Calculation sheet for silo __________________________________________________________________________

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CONTENTS page

1.GENERAL ........................................................................................................................................... 3

2.REFERENCE CODE ........................................................................................................................... 3

3.MATERIAL ......................................................................................................................................... 3

4.LOAD .................................................................................................................................................. 3

4.1 EARTHQUAKE RESONSE SPECTRUM ......................................................................................................... 3

4.2 WIND .................................................................................................................................................................. 4

4.3 ACTION ON THE SILO BY THE STORED MATERIAL ............................................................................. 10

4.4 OTHER LOADS ............................................................................................................................................... 16

5.SOFTWARE ...................................................................................................................................... 16

6.CALCULATE REPORT FROM STAAD ......................................................................................... 19

6.1 LOAD INPUT .................................................................................................................................................. 23

6.2 ULTIMATE BEARING CAPACITY CALCULATE ...................................................................................... 26

6.3 SERVICEABILITY LIMIT STATE CALCULATE ....................................................................................... 52

7.DYNAMIC ANALYSIS FOR SEISMIC ACTION ........................................................................... 61

7.1 EFFECTIVE MASS PARTICIPATION COEFFICIENT ................................................................................ 61

7.2 VIBRATION MODE AND PERIOD ............................................................................................................... 62

8.REACTION OF SILO........................................................................................................................ 65

9.RESULTS FOR SILO ...................................................................................................................... 65

10.INPUT FILE OF STAAD SOFTWARE .......................................................................................... 65


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1.GENERALThere is only one silo on the support frame. The inclination of the hopper is 60 degree.The

height of the silo wall is 3.660m .The circular silos’ internal diameter is 8.0m. The relativeelevation on the top of the silo is +18.30m.2.REFERENCE CODE

EN 1990 Eurocode : Basis of Structural DesignEN 1991 Eurocode 1: Actions on structuresEN 1993 Eurocode 3: Design of steel structuresEN 1998 Eurocode 8: Design of structures for earthquake resistanceGB 50011-2010:Code for seismic design of buildings.

3.MATERIALShell Plate Q235-B OR S235J0Bottom Plate Q235-B OR S235J0Support Structure Q235-B OR S235

4.LOADThe loads on the structures are adopted as follows:constant load: dead load of shell, self weight of equipments.live load: platform sevice load, equipment operation load on the roof, material load.

Roof:2.0kN/m2;Density of material in the silo:8~12kN/m3

specific load: earthquake,snow load,wind load4.1 EARTHQUAKE RESONSE SPECTRUM

The ground acceleration:0.4g.The earthquake response spectrum is based on the Chinese code GB50011-2010.


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4.2 WIND1.Parameter1.1 basic wind velocityIn Bulgaria codeThe wind pressure Wm is:

wm 1.063kN

m2:=

the standard value of the wind pressure w m (kN/m

2) can bedefined by the formula:wm 6.25 v m

2⋅ 10 4

−⋅

vm is the wind velocity at height of 10 m above the ground

vmwm

0.625 kgm3⋅

:=

vm 41.241

m

s=

Fundamental basic wind velocityV b0 vm:= V b0 41.241

m

s=

Directional factorCdir 1:= Season factorCseason 1:= Basic wind velocityV b is based on the fundamental basic wind velocity modified to accountfor the direction of the wind being considered and the seasonV b Cdir C season⋅ V b0⋅:= V b 41.241

m

s=

1.2 terrain categoryFor safe terrain category-I1.3 characteristic peak velocity pressureZo 0.003 m⋅:= Zmin 1 m⋅:= Zoii 0.05 m⋅:= Zmax 18.3m:= Terrain factor k r depending on the roughness length zo calculated using

k r 0.19ZoZoii

0.07⋅:=


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k r 0.156= The roughness factor Cr z( ) at height z

Cr z( ) k r lnz

Zo

⋅:=

Orography factorCo z( ) 1.0:= The mean wind velocityVm z( ) is based on the basic wind velocity modified to account for theeffect of terrain roughness and orographyVm z( ) C r z( ) C o z( )⋅ V b⋅( ) Zmin z≤ Zmax≤if

Cr Zmin( ) Co z( )⋅ V b⋅( ) otherwise:=

z 8.06m 8.16m, Zma..:=

50 52 54 56 588

9.511

12.514

15.517

18.520

IIIus tration of mean wind velocity Vm(z)

z

Vm z( )

In eurocode,qb is the basic velocity pressureq b w:= turbulence factork l 1.0:= turbulence intensity

Iv z( )k l

Co z( ) lnz

Zo

⋅

Zmin z≤ Zmax≤if

k l

Co z( ) lnZminZo

⋅

otherwise

:=


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0.11 0.115 0.12 0.125 0.135

8.75

12.5

16.25

20

IIIustration of turbulence intens Iv(z)

z

Iv z( )

exposure factorCe z( ) 1 7 I v z( )⋅+( ) C r z( ) 2⋅ Co z( ) 2⋅ Zmin z≤ Zmax≤if

1 7 I v Zmin( )⋅+( ) Cr Zmin( )2⋅ Co Zmin( )2⋅ otherwise

:=

2.8 2.9 3 3.1 3.2 3.3 3.45

8.75

12.5

16.25

20

IIIus tration of exposure factor Ce(z)

z

Ce z( )

Peak velocity pressureq p z( ) C e z( ) q b⋅:=

3 10 3× 3.15 10 3× 3.3 10 3× 3.45 10 3× 3.6 10 3×5

8.75

12.5

16.25

20

IIIustra of peak velocity pressure qp(z)

z

q p z( )

2.Wind pressures2.1 External pressure coefficientsthe diameter of silo b 8000mm:= kinematic viscosity

υ 15 10 6−

⋅ m 2

s:=


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H Zma:= ze 0.6 H⋅:= ze 10.98m= The air densityρ, which depends on the altitude, temperature and barometric pressure to beexpected in the region during wind stormsρ 1.25

kg

m3⋅:=

Peak wind velocity

V ze( ) 2q p ze( )

ρ⋅:=

V ze( ) 71.877

m

s=

Reynolds numbers

R e bV ze( )

υ⋅:=

R e 3.833 10

7×= external pressure coefficient

C po α( ) 8.889− 10 4−

⋅ α

1deg

2⋅ 1+ 0deg α≤ 45deg≤if

7.778 10 4−

⋅

α

1deg

75deg

1deg−

2

⋅ 1.5− 45deg α≤ 105deg≤if 0.8−( ) otherwise

:=

α 0deg 0.01deg, 180de..:=

0 40 80 120 160 2002−

1.25−

0.5−

0.25

1

C po α( )

α1deg

α min 75deg:= α A 105deg:= the diameter of the silo b 8000mm:= the height of the silol 3660mm:= Effective slenderness


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λ min l

b

70,:=

λ 0.458= the sum of the projected areas of the membersA 3660mm 8000⋅ mm:= the overall envelope areaAc 3660mm 8000⋅ mm:= solidity ratio

ψ A

Ac:=

ψ 1= indicative value of the end-effect factorψλ 0.604:= the end-effect factorψλα α( ) 1 0deg α≤ αmin≤if

ψλ 1 ψλ−( ) cos π

2

α α min−( )α A αmin−⋅⋅+ α min α< αA


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We i 9⋅ deg Z,( )

3.545

3.29

2.524

1.248

-0.539

-2.836

-4.102

-4.921

-5.293

-5.117

-4.153

-2.709

-1.713

-1.713

-1.713

...

kN

m2⋅

We 0 Z,( ) 3.545

kN

m2⋅=

We 3 9⋅ deg Z,( ) 1.248

kN

m2⋅=

We 11 9⋅ deg Z,( ) 2.709− kN

m2⋅=

We 12 9⋅ deg Z,( ) 1.713−

kN

m2⋅=

Z 18.30m 3.66m− 14.64m=:= i 0 1, 20..:=


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We i 9⋅ deg Z,( )

3.405

3.16

2.425

1.199

-0.518

-2.724

-3.94

-4.727

-5.084

-4.916

-3.989

-2.602

-1.645

-1.645

-1.645

...

kN

m2⋅

We 0 Z,( ) 3.405

kN

m2⋅=

We 3 9⋅ deg Z,( ) 1.199

kN

m2⋅=

We 11 9⋅ deg Z,( ) 2.602− kN

m2⋅=

We 12 9⋅ deg Z,( ) 1.645−

kN

m2⋅=

In the subprojectCsCd 1.0:= 4.3 ACTION ON THE SILO BY THE STORED MATERIALdistance from outlet to equivalent surfaceh 3660 mm 6580 mm+ 10.24 m=:= characteristic cross-section dimensiond c 8000 mm:= silo type

st "s lender silo"h

d c1.5≥if

"squat s ilo" otherwise

:=

st "squat silo"= Angle of inclination of hopper wallα 60deg:= 1.Filling loadsthe weight density


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γ 16kN

m 3:=

(For safe)the wall friction coefficientµm 0.35:=

the horizontal/vertical pressure ratioK sm 0.50:= the internal perimeterU π d c⋅:= steel weight density

γ c 78.5kN

m 3:=

cross-section area of vertical walled section

A π d c2

2

⋅:=

1.1 wall frictional pressure pwfµ 1.15 µ:= K s 1.15K s:= Z0

A

K s µ⋅ U⋅:=

Cz Z( ) 1 e

Z−Z

0

−:= Pwf Z( ) γ

A

U⋅ Cz Z( )⋅:=

Z 0mm 1mm, 3660mm..:=

0 1.2 103× 2.4 103× 3.6 103× 4.8 103× 6 103× 7.2 103× 8.4 103× 9.6 103× 1.08 104× 1.2 104×0

0.4

0.8

1.2

1.6

22.4

2.8

3.2

3.6

4

Z

Pwf Z( )

Pwf 0m( ) 0kN

m 2⋅=


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Pwf 3660 mm( ) 11.05kN

m 2⋅=

1.2 horizontal pressure phfµ 0.9 µ:= K s 1.15K s:= Z0

A

K s µ⋅ U⋅:=

Cz Z( ) 1 e

Z−Z0

−:=

Phf Z( ) γ

µA

U⋅ Cz Z( )⋅:=

0 3 103× 6 10 3× 9 10 3× 1.2 10 4× 1.5 10 4× 1.8 10 4× 2.1 10 4× 2.4 10 4× 2.7 10 4× 3 10 4×

0.4

0.8

1.2

1.6

2

2.4

2.8

3.2

3.6

4

Z

Phf Z( ) the horizontal filling pressure at the transition

Phf 0mm( ) 0kN

m 2⋅=

Phf 3660mm( ) 28.66

kN

m2⋅=

1.3 vertical pressure pvµ 0.9 µ:= K s 0.9K s:= Z0

A

K s µ⋅ U⋅:=

Cz Z( ) 1 e

Z−Z0

−:=

Pv

Z( ) γ A⋅

K s µ⋅ U⋅ C

z Z( )⋅:=


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0 6 10 3× 1.2 10 4× 1.8 10 4× 2.4 10 4× 3 10 4× 3.6 10 4× 4.2 10 4× 4.8 10 4× 5.4 10 4× 6 10 4×

0.4

0.8

1.2

1.6

2

2.4

2.8

3.2

3.6

4

Z

Pv Z( ) the vertical pressure acting at the transitionPv0 Pv 3660mm( ):= Pv0 51.581

kN

m 2⋅=

The resulting vertical force in the wall pw (z) per unit length of perimeter acting at any depth z

Pw Z( ) γ A

U⋅ Z Z0 C z Z( )⋅−( )⋅:=

2.Vertical walled sectioneccentricity due to filling(in a conservative way)ei

0mm:=

β 1 4ei

d c⋅+:=

β 1= patch pressure PpP p Z( ) 0.2 β⋅ Phf Z( )⋅:= The variation of patch pressure for thin walled circular silosthe mid-height of the vertical walled section

hmid

3660mm

21830 mm⋅=:=

Z hmid := P p Z( ) 3.103

kN

m 2⋅=

the total horizeontal force Fps 0.2 d c⋅ 1.6 m=:= P p Z s+( ) 5.425

kN

m 2⋅=

F p π2 s⋅ d c⋅ P p Z( )⋅:= F p 62.389 kN⋅=


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P ps θ( ) P p Z( ) cos θ( )⋅:= 3.Hoppers3.1 the pressure normal to the inclined hopper wallthe bottom load magnifierC b 1.2:= α 60deg:= Pn1 Pv0 C b( ) cos α( ) 2⋅ sin α( ) 2+⋅:= Pn2 Pv0 C b( )⋅ cos α( ) 2⋅:= µ 0.9 µm⋅:= K s 0.9 K s⋅:=

Pn3 3.0A

U⋅

γ K s⋅

µ⋅ sin α( ) 2⋅ 57.728 kPa⋅=:=

lh 7598 mm:= x 0 1mm, lh..:= Pn x( ) Pn3 Pn2+ Pn1 Pn2−( )

xlh⋅+:=

Pn 0mm( ) 73.203

kN

m 2⋅=

Pn lh( ) 111.89

kN

m 2⋅=

3.2 The value of the wall frictional pressureµ 1.15 µ:= Pt x( ) Pn x( ) µ⋅:= Pt 0mm( )

cos 30deg( )34 kPa⋅=

Pt lh( )

cos 30deg( )52 kPa⋅=

P

t 0mm( ) tan 30deg( )⋅ 17 kPa⋅=

Pt lh( ) tan 30deg( )⋅ 26 kPa⋅= 4.Discharge loads4.1 Vertical walled sectionh

d c1.28=

Cw 1.0 0.2

h

d c1.0−

⋅+ 1.056=:=

C0 1.4:=

Ch 1.0 2 C0 1−( )⋅hd c

1.0−

⋅+ 1.252=:=


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The fixed loadsPwe Z( ) C w Pwf Z( )⋅:= Pwe 3660mm( ) 11.667 kPa⋅= Phe Z( ) C h Phf Z( )⋅:= Phe 3660 mm( ) 35.883 kPa⋅= The magnitude of the discharge patch pressureP p Z( ) 0.2 β⋅ Phe Z( )⋅:= The variation of patch pressure for thin walled circular silosthe mid-height of the vertical walled section

hmid 3660mm

2:=

Z hmid := Z 1.83 m= P p Z( ) 2⋅ hd c

1.0−

⋅ 2.176 10 3× Pa=

θ 0 360 deg..:= P ps θ( ) P p Z( ) 2⋅

h

d c1.0−

⋅ cos θ( )⋅:=


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4.4 OTHER LOADS(1)Bag filter load:(2)Snow load

Because the load is less than the live load on the roof,so snow load is neglected.

5.SOFTWAREThe software “staad pro” shall be used for the calculation of the absorber.The STAAD plate finite element is based on hybrid finite element formulations. A completequadratic stress distribution is assumed. For plane stress action, the assumed stressdistribution is as follows.

Complete quadratic assumed stress distribution:

The following quadratic stress distribution is assumed for plate bending action:


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Complete quadratic assumed stress distribution:

Following are the items included in the ELEMENT STRESS output.

SQX, SQY Shear stresses (Force/ unit len./ thk.)

SX, SY, SXY Membrane stresses (Force/unit len./ thk)

MX, MY, MXY Moments per unit width (Force x Length/length)

(For Mx, the unit width is a unit distance parallel to the local Y axis. For

My, the unit width is a unit distance parallel to the local X axis. Mx and My

cause bending, while Mxy causes the element to twist out-of-plane.)

SMAX, SMIN Principal stresses in the plane of the element (Force/unit area)

TMAX Maximum shear stress in the plane of the element (Force/unit area)

ANGLE Orientation of the principal plane (Degrees)

VONT, VONB Von Mises stress, where


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6.CALCULATE REPORT FROM STAAD

plan of the silo

sketch of the silo


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3D Rendered View


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Section of Beam and ColumnSupport for Crane

Section of Beam and Column


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Lable for Section of Beam and Column

Layout of Beam and Column


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6.1 LOAD INPUTLOAD 1 LOADTYPE Dead TITLE DEAD LOADSelfweight of shell,selfweight of support structureLoad of handrail:0.2kN/m.

LOAD 2 LOADTYPE Live TITLE LIVE LOAD(FILLING LOAD)Live load on the roof(2.0kN/m2) Bag filter load(20kN);Silo loads by the material(see ACTION ON THE SILO BY THE STORED MATERIAL).

LOAD 3 LOADTYPE Live TITLE LIVE LOAD(DISCHARGE LOAD)Live load on the roof(2.0kN/m2) Bag filter load(20kN);Silo loads by the material(see ACTION ON THE SILO BY THE STORED MATERIAL).

LOAD 4 LOADTYPE Wind TITLE WIND FROM –X

The basic wind pressure:1.063kN/m2(see WIND calculation)

LOAD 5 LOADTYPE Wind TITLE WIND FROM –ZThe basic wind pressure:1.063kN/m2(see WIND calculation)

LOAD 6 LOADTYPE Live TITLE PATCH PRESSURE ZSilo loads by the material(see ACTION ON THE SILO BY THE STORED MATERIAL).

LOAD 7 LOADTYPE Seismic TITLE EXZ RESPONSE SPECTRUM

SPECTRUM CQC X 1 Y 0.3 Z 1 ACC SCALE 9.806 DAMP 0.020 0.144; 0.1 0.4221; 0.9 0.4221; 1.2 0.3212; 1.5 0.2598; 1.8 0.2185;2.1 0.1887; 2.4 0.1663; 2.65 0.1513; 2.95 0.1367; 3.3 0.1229; 3.6 0.1131;3.9 0.1048; 4.2 0.0977; 4.5 0.0915; 4.8 0.0892; 5.1 0.0869; 5.4 0.0847;5.7 0.0824; 6 0.0801;

LOAD 8 LOADTYPE Snow TITLE SNOWNo consider.LOAD COMB 9 GENERATED EC SOLI 11 1.35 2 1.5 8 1.5 6 1.5LOAD COMB 10 GENERATED EC SOLI 21 1.35 3 1.5 8 1.5 6 1.5LOAD COMB 11 GENERATED EC SOLI 31 1.0 2 1.5 8 1.5 6 1.5LOAD COMB 12 GENERATED EC SOLI 41 1.0 3 1.5 8 1.5 6 1.5LOAD COMB 13 GENERATED EC SOLI 51 1.35LOAD COMB 14 GENERATED EC SOLI 61 1.0LOAD COMB 15 GENERATED EC SOLI 7

1 1.35 4 1.5LOAD COMB 16 GENERATED EC SOLI 81 1.35 5 1.5


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LOAD COMB 17 GENERATED EC SOLI 91 1.0 4 1.5LOAD COMB 18 GENERATED EC SOLI 101 1.0 5 1.5LOAD COMB 19 GENERATED EC SOLI 111 1.35 2 1.5 4 0.9 8 1.5 6 1.5LOAD COMB 20 GENERATED EC SOLI 121 1.35 3 1.5 4 0.9 8 1.5 6 1.5LOAD COMB 21 GENERATED EC SOLI 131 1.35 2 1.5 5 0.9 8 1.5 6 1.5LOAD COMB 22 GENERATED EC SOLI 141 1.35 3 1.5 5 0.9 8 1.5 6 1.5LOAD COMB 23 GENERATED EC SOLI 151 1.0 2 1.5 4 0.9 8 1.5 6 1.5LOAD COMB 24 GENERATED EC SOLI 161 1.0 3 1.5 4 0.9 8 1.5 6 1.5

LOAD COMB 25 GENERATED EC SOLI 171 1.0 2 1.5 5 0.9 8 1.5 6 1.5LOAD COMB 26 GENERATED EC SOLI 181 1.0 3 1.5 5 0.9 8 1.5 6 1.5LOAD COMB 27 GENERATED EC SOLI 191 1.35 2 1.5 4 1.5 8 1.05 6 1.5LOAD COMB 28 GENERATED EC SOLI 201 1.35 3 1.5 4 1.5 8 1.05 6 1.5LOAD COMB 29 GENERATED EC SOLI 211 1.35 2 1.5 5 1.5 8 1.05 6 1.5LOAD COMB 30 GENERATED EC SOLI 22

1 1.35 3 1.5 5 1.5 8 1.05 6 1.5LOAD COMB 31 GENERATED EC SOLI 231 1.0 2 1.5 4 1.5 8 1.05 6 1.5LOAD COMB 32 GENERATED EC SOLI 241 1.0 3 1.5 4 1.5 8 1.05 6 1.5LOAD COMB 33 GENERATED EC SOLI 251 1.0 2 1.5 5 1.5 8 1.05 6 1.5LOAD COMB 34 GENERATED EC SOLI 261 1.0 3 1.5 5 1.5 8 1.05 6 1.5LOAD COMB 35 GENERATED EC SOLI 271 1.35 4 -1.5LOAD COMB 36 GENERATED EC SOLI 281 1.35 5 -1.5LOAD COMB 37 GENERATED EC SOLI 291 1.0 4 -1.5LOAD COMB 38 GENERATED EC SOLI 301 1.0 5 -1.5LOAD COMB 39 GENERATED EC SOLI 311 1.35 2 1.5 4 -0.9 8 1.5 6 1.5LOAD COMB 40 GENERATED EC SOLI 321 1.35 3 1.5 4 -0.9 8 1.5 6 1.5LOAD COMB 41 GENERATED EC SOLI 331 1.35 2 1.5 5 -0.9 8 1.5 6 1.5LOAD COMB 42 GENERATED EC SOLI 341 1.35 3 1.5 5 -0.9 8 1.5 6 1.5


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LOAD COMB 43 GENERATED EC SOLI 351 1.0 2 1.5 4 -0.9 8 1.5 6 1.5LOAD COMB 44 GENERATED EC SOLI 361 1.0 3 1.5 4 -0.9 8 1.5 6 1.5LOAD COMB 45 GENERATED EC SOLI 371 1.0 2 1.5 5 -0.9 8 1.5 6 1.5LOAD COMB 46 GENERATED EC SOLI 381 1.0 3 1.5 5 -0.9 8 1.5 6 1.5LOAD COMB 47 GENERATED EC SOLI 391 1.35 2 1.5 4 -1.5 8 1.05 6 1.5LOAD COMB 48 GENERATED EC SOLI 401 1.35 3 1.5 4 -1.5 8 1.05 6 1.5LOAD COMB 49 GENERATED EC SOLI 411 1.35 2 1.5 5 -1.5 8 1.05 6 1.5LOAD COMB 50 GENERATED EC SOLI 421 1.35 3 1.5 5 -1.5 8 1.05 6 1.5

LOAD COMB 51 GENERATED EC SOLI 431 1.0 2 1.5 4 -1.5 8 1.05 6 1.5LOAD COMB 52 GENERATED EC SOLI 441 1.0 3 1.5 4 -1.5 8 1.05 6 1.5LOAD COMB 53 GENERATED EC SOLI 451 1.0 2 1.5 5 -1.5 8 1.05 6 1.5LOAD COMB 54 GENERATED EC SOLI 461 1.0 3 1.5 5 -1.5 8 1.05 6 1.5LOAD COMB 55 GENERATED EC SOLI 471 1.0 2 0.8 7 1.0 8 0.2 6 0.8LOAD COMB 56 GENERATED EC SOLI 48

1 1.0 3 0.8 7 1.0 8 0.2 6 0.8LOAD COMB 57 GENERATED EC SOLI 491 1.0 2 0.8 7 -1.0 8 0.2 6 0.8LOAD COMB 58 GENERATED EC SOLI 501 1.0 3 0.8 7 -1.0 8 0.2 6 0.8LOAD COMB 59 GENERATED EC SOLI 511 1.0 2 1.0 4 0.6 8 1.0 6 1.0LOAD COMB 60 GENERATED EC SOLI 521 1.0 3 1.0 4 0.6 8 1.0 6 1.0LOAD COMB 61 GENERATED EC SOLI 531 1.0 2 1.0 5 0.6 8 1.0 6 1.0LOAD COMB 62 GENERATED EC SOLI 541 1.0 3 1.0 5 0.6 8 1.0 6 1.0LOAD COMB 63 GENERATED EC SOLI 551 1.0 2 1.0 4 1.0 8 0.7 6 1.0LOAD COMB 64 GENERATED EC SOLI 561 1.0 3 1.0 4 1.0 8 0.7 6 1.0LOAD COMB 65 GENERATED EC SOLI 571 1.0 2 1.0 5 1.0 8 0.7 6 1.0LOAD COMB 66 GENERATED EC SOLI 581 1.0 3 1.0 5 1.0 8 0.7 6 1.0LOAD COMB 67 GENERATED EC SOLI 591 1.0 2 1.0 4 -0.6 8 1.0 6 1.0LOAD COMB 68 GENERATED EC SOLI 601 1.0 3 1.0 4 -0.6 8 1.0 6 1.0


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LOAD COMB 69 GENERATED EC SOLI 611 1.0 2 1.0 5 -0.6 8 1.0 6 1.0LOAD COMB 70 GENERATED EC SOLI 621 1.0 3 1.0 5 -0.6 8 1.0 6 1.0LOAD COMB 71 GENERATED EC SOLI 631 1.0 2 1.0 4 -1.0 8 0.7 6 1.0LOAD COMB 72 GENERATED EC SOLI 641 1.0 3 1.0 4 -1.0 8 0.7 6 1.0LOAD COMB 73 GENERATED EC SOLI 651 1.0 2 1.0 5 -1.0 8 0.7 6 1.0LOAD COMB 74 GENERATED EC SOLI 661 1.0 3 1.0 5 -1.0 8 0.7 6 1.0

6.2 ULTIMATE BEARING CAPACITY CALCULATE6.2.1 SHELL TENSILE STRESS DESIGN

Maximum in-plane meridional tensile stress for all shell


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Maximum in-plane circumferential tensile stress for all shell

Capacity σ =f yk/γ M0=235/1.0=235MPaMax in-plane tensile stress of all shell (108MPa) is less than 235MPa, so the shell canpass this check.


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6.2.2 SHELL PRINCIPAL STRESS DESIGNMaximum in-plane Principal stress for all shell

Capacity σ =f yk/γ M0=235/1.0=235MPaMax in-plane Principal stress of all shell (128MPa) is less than 235MPa, so the shell can

pass this check.


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6.2.3 WALL SHELL BUCKLING STRESS DESIGNThe boundary condition of tank:


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1). Calc. for meridional buckling stress designMaximum in-plane meridional compressive stress

Calc. for meridional buckling stress designUnstiffened cylindrical shells of constant wall thickness1 Notation and boundary conditionsGeometrical quantitiesl cylinder length between defined boundariesr radius of cylinder middle surfacet thickness of shellwk characteristic imperfection amplitude


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Cylinder geometry, membrane stress resistances and stress resultant resistances2 Meridional (axial) compression2.1 Critical meridional buckling stressesYoung modulus of elasticityE 210000

N

mm2

:=

the yield strengthf yk 235

N

mm2

:=

radius of cylinder middle surfacer 4m:= thickness of shellt 13mm:= Note "Cylinders need not be checked against meridional shell buckling"

r

t0.03

E

f yk⋅≤if

"Cylinders need be checked against meridional shell buckling" otherwise

:=

Note "Cylinders need be checked against meridional shell buckling"= Cylinder length between defined boundaries

l 3.66m:= The length of the shell segment is characterised in terms of the dimensionless lengthparameterω l

r t⋅:=

ω 16.05= boundary conditionend1 "BC2":= end2 "BC2":= Cxb 6 end1 "BC1" end2 "BC1"∧if

3 end1 "BC1" end2 "BC2"∧if

1.0 end1 "BC2" end2 "BC2"∧if

999999 otherwise

:=


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CxN 1 0.2

Cxb1 2 ω⋅ t

r⋅−

⋅+:=

Cx 1.361.83ω

− 2.07

ω2+

ω 1.7≤if

1.0 1.7 ω≤ 0.5r

t⋅≤if

CxN ω 0.5r

t⋅> CxN 0.6≥∧

if

0.6 ω 0.5 rt⋅> 0.6 CxN>∧

if

0 otherwise

:=

Cx 1= The critical meridional buckling stressσxRcr 0.605 E⋅ Cx⋅

t

r⋅:=

σxRcr 4.129 108× Pa=

2.2 Meridional buckling parametersFabrication tolerance quality classclass "Class B":= Q 40 class "Class A"if

25 class "Class B"if

16 class "Class C"if

:=

the meridional compression fabrication quality parameterQ 25=

the characteristic imperfection amplitude∆w k

1

Q

r

t⋅ t⋅:=

∆w k 9.121 10

3−× m= The meridional elastic imperfection factorαx

0.62

1 1.91∆w k

t

1.44

+

:=

αx 0.289= Note "":= Note "The factor αxpe should not be applied to cylinders" ω 0.5 r

t⋅>if

"The factor αxpe should be applied to cylinders" otherwise

:=

Note "The factor αxpe should be applied to cylinders"= Cxpe 1.0:= The critical meridional buckling stressσxRcrpe 0.605 E⋅ Cxpe⋅

t

r⋅:=

σxRcrpe 4.129 10

8× Pa= the smallest design value ps of local internal pressure ps at the location of the point beingassessed


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33

ps 0Pa:= pst

ps

σxRcrpe

r

t⋅:=

pst 0= factor covering pressure-induced elastic stabilisation

αxpe αx 1 αx−( )pst

pst0.3

αx

+⋅+:=

αxpe 0.289= the plastic range factor ¦Â should be taken as:β 0.:= The value of the plastic limit relative slenderness ¦Ë¡¥p should be determined from:

λpxtαx

1 β−:=

λpxt 0.85= the dimensionless shell slenderness parameterλxt λpx:= s

1400

r

t⋅:=

s 0.769= the largest design value pg of local internal pressure at the location of the point beingassessedpg 0Pa:=

pgt

pg

σxRcr

r

t⋅:= pgt 0=

αxpp 1pgt

λxt

2

− 1 1

1.12 s

3

2+

−

⋅

s2

1.21λxt2+

s s 1+( )⋅⋅:=

αxpp 0.477= αxp αxpe αxpe αxpp≤if

αxpp otherwise

:=

αxp 0.289= 3 Design buckling stressmeridional characteristic buckling stressσxRk αxp σxRcr⋅:= σxRk 1.193 10

8× Pa= The partial factor for resistance to bucklingγM1 1.1:= meridional design buckling stress

σxRdσxRk

γM1:=

σxRd 108.415

N

mm2

⋅=


34/174


34

It is recommended that the value of σxR adopted in the design should not be taken asgreater than the yield strength.

σ xEd =52.7MpaNote "design ok" xEd xRd≤if

"redesign" otherwise

:=

Note "design ok"= 2). Calc. for circumferential buckling stress designMaximum in-plane circumferential compressive stress

Calc. for circumferential buckling stress designUnstiffened cylindrical shells of constant wall thickness1 Notation and boundary conditionsGeometrical quantitiesl cylinder length between defined boundariesr radius of cylinder middle surfacet thickness of shell


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35

Cylinder geometry, membrane stress resistances and stress resultant resistances2 Circumferential (hoop) compression2.1 Critical circumferential buckling stressesYoung modulus of elasticityE 210000

N

mm2

:=


N

mm2

:=

radius of cylinder middle surfacer 4m:= thickness of shellt 13mm:= Note "Cylinders need not be checked agains t circumferential shell buckling"

r

t0.21

E

f yk⋅≤if

"Cylinders need be checked against circumferential shell buckling" otherwise

:=

Note "Cylinders need be checked against circumferential shell buckling"= Cylinder length between defined boundariesl 1.83m:= The length of the shell segment is characterised in terms of the dimensionless lengthparameterω l

r t⋅:=

ω 8.025= boundary conditionend1 "BC2":= end2 "BC2":=


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36

Cθ 1.5 end1 "BC1" end2 "BC1"∧if 1.25 end1 "BC1" end2 "BC2"∧if





999999 otherwise

:=

Cθs 1.5

10

ω2+ 5

ω3−

end1 "BC1" end2 "BC1"∧if

1.25 8

ω2+ 4

ω3−


1 3

ω1.35+


0.6 1ω2

+ 0.3ω3

−


"input error" otherwise

:=

Note "":= Note "short cylinder"

ωCθ

20if


:=

Note "short cylinder"= σθRcr 0.92 E⋅

Cθsω⋅

t

r⋅

Note "short cylinder"if

0.92 E⋅Cθω⋅

t

r⋅

Note "medium-length cylinder"if

Et

r

2⋅ 0.275 2.03

Cθω

r

t⋅

4

⋅+⋅ Note "long cylinder"if

0 otherwise

:=

σθRcr 9.235 10

7× Pa= 2.2 Circumferential buckling parametersFabrication tolerance quality classclass "Class B":= αθ 0.75 class "Class A"if

0.65 class "Class B"if

0.50 class "Class C"if

:=

αθ 0.65= 3 Design buckling stresscircumferential critical buckling stressσθRk αθ σθRcr⋅:=


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37

σθRk 6.003 107× Pa=

The partial factor for resistance to bucklingγM1 1.1:= the circumferential design buckling stress

σθRd

σθRkγM1:=

σθRd 54.572 N

mm2

⋅=

It is recommended that the value of σθRd adopted in the design should not be taken asgreater than the yield strength.

Ed θ σ =52.9Mpa

Note "design ok" Ed Rd≤if


:=

Note "design ok"= 3). Calc. for shear buckling stress designMaximum in-plane shear stress in the local XY plane

Calc. for shear buckling stress designUnstiffened cylindrical shells of constant wall thickness

1 Notation and boundary conditionsGeometrical quantitiesl cylinder length between defined boundaries


38/174


38

r radius of cylinder middle surfacet thickness of shell

Cylinder geometry, membrane stress resistances and stress resultant resistances2 Shear2.1 Critical shear buckling stressesYoung modulus of elasticityE 210000

N

mm2

:=


N

mm2

:=

radius of cylinder middle surfacer 4m:= thickness of shellt 13mm:=

Note "Cylinders need not be checked against shear shell buckling" r

t0.16

E

f yk

0.67⋅≤if

"Cylinders need be checked against shear shell buckling" otherwise

:=

Note "Cylinders need be checked against s hear shell buckling"= Cylinder length between defined boundariesl 3.66m:= ...(D.1)The length of the shell segment is characterised in terms of the dimensionless lengthparameterω l

r t⋅:=

ω 16.05=


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39

Cτ 1 42

ω3+ ω 10if

:=

for short cylinderfor medium-length cylinderfor long cylinderThe critical shear buckling stress should be obtained fromτ xθRcr 0.75 E⋅ Cτ⋅

1

ω⋅

t

r⋅:=

τ xθRcr 1.278 10

8× Pa= 2.2 Shear buckling parametersFabrication tolerance quality classclass "Class B":= ατ 0.75 class "Class A"if



:=

ατ 0.65= 3 Design buckling stressshear critical buckling stressτ xθRk ατ τ xθRcr⋅:= τ xθRk 8.305 10

7× Pa= The partial factor for resistance to bucklingγM1 1.1:= the shear design buckling stress

τ xθRdτ xθRkγM1

:=

τ xθRd 75.5 N

mm2

⋅=

It is recommended that the value of τ xθRd adopted in the design should not be taken asgreater than the yield strength.

Ed xθ

τ =50.4Mpa Note "design ok" τ x Ed τ x Rd≤if


:=

Note "design ok"=


40/174


40

6.2.4 CONE SHELL BUCKLING STRESS DESIGNMaximum in-plane meridional compressive stress


41/174


41

Maximum in-plane circumferential compressive stress


42/174


42

Maximum in-plane shear stress in the local XY plane


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43

Calc. for truncated conical shell The boundary condition of tank:

Calc. for truncated conical shell1 General1.1 Notation

In this clause the following notation is used:h is the axial length (height) of the truncated cone;L is the meridional length of the truncated cone;r is the radius of the cone middle surface, perpendicular to axis of rotation, that varies

linearly down the length;r1 is the radius at the small end of the cone;

r2 is the radius at the large end of the cone;¦Â is the apex half angle of cone.h 6580m:= L 7597.9295mm:= r 1

402.0705mm2

201.035 m⋅=:=

r 2 4000m:= β 30deg:=


44/174


44

Cone geometry, membrane stresses and stress resultants2 Design buckling stresses2.1 Meridional compressionYoung modulus of elasticityE 210000

N

mm2

:=


N

mm2

:=

the radius at focused sectionr 4:=

The equivalent cylinder radiusr e should be taken as:r e

r

cos β( ):=

r e 4.619m= t 13m:=

Note "":= Note "cy linder need not be checked agains t meridional shell buckling"

r e

t0.03

E

f yk ⋅≤if

"cylinder need be checked against meridional shell buckling" otherwise

:=

Note "cy linder need be checked against meridional shell buckling"= For cones under meridional compression, the equivalent cylinder length le should be taken as:le := le 7.598m= The length of the shell segment is characterised in terms of the dimensionlesslength parameter

ωle

r e t⋅:=

ω 31.007= boundary conditionend1 "BC2":= end2 "BC2":=


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45

Cxb 6 end1 "BC1" end2 "BC1"∧if



999999 otherwise

:=

CxN 1

0.2

Cxb1 2 ω⋅ t

r e⋅−

⋅+:=

CxN 1.165= Cx 1.36

1.83ω

− 2.07

ω2+

ω 1.7≤if

1.0 1.7 ω≤ 0.5r et⋅≤if

CxN ω 0.5r et⋅> CxN 0.6≥∧

if

0.6 ω 0.5r et⋅> 0.6 CxN>∧

if

0 otherwise

:=

Cx 1= The critical meridional buckling stressσxRcr 0.605 E⋅ Cx⋅

t

r e⋅:=

σxRcr 3.576 10

8× Pa= Meridional buckling parametersFabrication tolerance quality classclass "Class B":= Q 40 class "Class A"if

25 class "Class B"if

16 class "Class C"if

:=

the meridional compression fabrication quality parameterQ 25= the characteristic imperfection amplitude

∆w k 1Q

r et

⋅ t⋅:=

∆wk

9.802 10 3−× m=

The meridional elastic imperfection factorαx

0.62

1 1.91∆w k

t

1.44

+

:=

αx 0.273= 2.2 Circumferential (hoop) compressionFor cones under circumferential compression, the equivalent cylinder length le should betaken as:le := le 7.598m= The equivalent cylinder radius r eshould be taken as:


46/174


46

r er 1 r 2+

2 cos β( )⋅:=

r e 2.425m=

Note "":= Note "Cylinders need not be checked agains t circumferential shell buckling"

r e

t0.21

E

f yk ⋅≤if

"Cylinders need be checked against circumferential shell buckling" otherwise

:=

Note "Cylinders need be checked against circumferential shell buckling"= The length of the shell segment is characterised in terms of the dimensionlesslength parameter

ωle

r e t⋅:=

ω 42.788= Cθ 1.5 end1 "BC1" end2 "BC1"∧if







:=

Cθs 1.5

10

ω2+ 5

ω3−


1.25 8

ω2

+ 4

ω3

−


1 3

ω1.35+


0.6 1

ω2+ 0.3

ω3−



:=

Note "":= Note "short cylinder"

ωCθ

20if


:=

Note "medium-length cylinder"=


47/174


47

σθRcr 0.92 E⋅Cθsω⋅

t

r e⋅

Note "s hort cylinder"if

0.92 E⋅Cθω⋅

t

r e⋅

Note "medium-length cylinder"if

E t

r e

2⋅ 0.275 2.03

Cθω

r e

t⋅

4⋅+⋅ Note "long cylinder"if

0 otherwise

:=

σθRcr 2.42 10

7× Pa= Circumferential buckling parametersFabrication tolerance quality classclass "Class B":= αθ 0.75 class "Class A"if



:=

αθ 0.65= 2.3 ShearFor cones under shear stress, the equivalent cylinder length le should be taken as:le h:= le 6.58m=

ρr 1 r 2+

2 r 1⋅:=

ρ 3.232= (2) The equivalent cylinder radiusr e should be taken as:r e 1 ρ+

1

ρ−

r 1⋅ cos β( )⋅:= r e 0.683m= Critical shear buckling stresses Note "":=

Note "Cylinders need not be checked agains t shear shell buckling"r e

t0.16

E

f yk

0.67⋅≤if


:=

Note "Cylinders need be checked against shear shell buckling"= Cτ 1

42

ω3+ ω 10if

:=

for short cylinderfor medium-length cylinderfor long cylinderThe critical shear buckling stress should be obtained from


48/174


48

τxθRcr1 0.75 E⋅ Cτ⋅ 1

ω⋅

t

r e⋅:=

τxθRcr1 4.583 10

8× Pa= Shear buckling parametersFabrication tolerance quality classclass "Class B":= ατ 0.75 class "Class A"if



:=

ατ 0.65= 2.4 Uniform torsionThe equivalent cylinder length le should be taken as:le := le 7.598m=

ρ L s in β( )

r 2⋅:= ρ 0.95= The equivalent cylinder radiusr e should be taken as:

r e r 1 cos β( )⋅ 1 ρ2.5−( )

0.4⋅:=

r e 0.075m= Critical shear buckling stresses Note "":=

Note "Cylinders need not be checked agains t shear shell buckling"

r e

t0.16

E

f yk

0.67⋅≤if


:=

Note "Cylinders need not be checked agains t shear shell buckling"= Cτ 1

42

ω3+ ω 10if

:=

for short cylinderfor medium-length cylinderfor long cylinderThe critical shear buckling stress should be obtained fromτxθRcr2 0.75 E⋅ Cτ⋅

1

ω⋅

t

r e⋅:=

τxθRcr2 4.185 10

9× Pa= Shear buckling parametersFabrication tolerance quality classclass "Class B":=


49/174


49

ατ 0.75 class "Class A"if 0.65 class "Class B"if


:=

ατ 0.65= 3 Design buckling stress

meridional characteristic buckling stressσxRk αx σxRcr ⋅:= σxRk 9.759 10

7× Pa= circumferential critical buckling stressσθRk αθ σθRcr ⋅:= σθRk 1.573 10

7× Pa= shear critical buckling stressτxθRk1 ατ τxθRcr1⋅:= τxθRk1 2.979 10

8× Pa= τxθRk2 ατ τxθRcr2⋅:=

τxθRk2 2.72 109× Pa=

The partial factor for resistance to bucklingγM1 1.1:= meridional design buckling stress

σxRd σxRk γM1

:=

σxRd 88.719 N

mm2

⋅=

the circumferential design buckling stressσθRd

σθRk γM1

:=

σθRd 14.3 N

mm2

⋅=

the shear design buckling stress

τxθRd1τxθRk1γM1

:=

τxθRd1 270.804 N

mm2

⋅=

τxθRd2

τxθRk2γM1

:=

τxθRd2 2473.064 N

mm2

⋅=

σxRd σxRd σxRd f yk


50/174


50

σθRd 14.3 N

mm2

⋅=

τxθRd1 τxθRd1 τxθRd1 f yk


51/174


51

Typical member ratio


52/174


52

6.3 SERVICEABILITY LIMIT STATE CALCULATE6.3.1 BEAM DEFLECTION CHECK

BEAM DEFLECTION CHECK OUTPUT(More detail see to STAAD output)DEFLECTION CHECKSLENGTH UNITS - METE

MEMBER TABLE RESULT ACTUAL DEFL. DEFL.LEN/ LOAD/DEFL. LIMIT DFF LOCATION=======================================================================

1281 ST HN400X200 (CHINESE SECTIONS)PASS 0.002 0.014 5.657 62

400.000 0.631282 ST HN400X200 (CHINESE SECTIONS)

PASS 0.002 0.014 5.657 64400.000 0.63



PASS 0.006 0.014 5.657 66400.000 0.631287 ST HN400X200 (CHINESE SECTIONS)

PASS 0.006 0.014 5.657 66400.000 0.63



PASS 0.008 0.014 5.657 64400.000 0.63


400.000 0.631293 ST HN300X150 (CHINESE SECTIONS)PASS 0.003 0.014 5.657 63


PASS 0.001 0.008 3.325 64400.000 0.63



PASS 0.002 0.008 3.325 63400.000 0.63



PASS 0.010 0.014 5.657 66400.000 0.63



PASS 0.007 0.014 5.657 63400.000 0.63



PASS 0.005 0.014 5.657 66


53/174


53


PASS 0.004 0.014 5.657 66400.000 0.63



PASS 0.005 0.014 5.657 66400.000 0.63



PASS 0.003 0.014 5.657 66400.000 0.63



PASS 0.001 0.014 5.657 74400.000 0.63



PASS 0.004 0.014 5.657 64400.000 0.63



PASS 0.006 0.014 5.657 64400.000 0.63



PASS 0.009 0.014 5.657 66400.000 0.63



PASS 0.002 0.008 3.325 63400.000 0.63



PASS 0.009 0.014 5.657 72400.000 0.63



PASS 0.013 0.014 5.657 66400.000 0.63




54/174


54

PASS 0.008 0.014 5.657 64400.000 0.63



PASS 0.005 0.014 5.657 74400.000 0.63



PASS 0.004 0.014 5.657 74400.000 0.63



PASS 0.008 0.014 5.657 64400.000 0.63



PASS 0.005 0.014 5.657 72400.000 0.63



PASS 0.001 0.008 3.325 64400.000 0.63



PASS 0.001 0.007 2.938 64400.000 0.63



PASS 0.012 0.014 5.657 63400.000 0.63



PASS 0.004 0.014 5.657 64400.000 0.63



PASS 0.005 0.014 5.657 66400.000 0.63



PASS 0.001 0.014 5.657 66400.000 0.63


55/174


55



PASS 0.008 0.014 5.657 68400.000 0.63



PASS 0.010 0.014 5.657 63400.000 0.63



PASS 0.001 0.014 5.657 74400.000 0.63



PASS 0.005 0.014 5.657 74400.000 0.63



PASS 0.001 0.007 2.938 64400.000 0.63



PASS 0.002 0.008 3.325 64400.000 0.63



PASS 0.006 0.014 5.657 62400.000 0.63


400.000 0.63

6.3.2 STORY DRIFTSTORY HEIGHT LOAD DRIFT(CM ) ECCENTRICITY RATIO

------------------------------------------------------------------------(METE) X Z (METE)

BASE= -6.58

1 0.00 55 0.0201 0.0200 0.0000 L / 3269956 0.0201 0.0200 0.0000 L / 3269957 -0.0199 -0.0200 0.0000 L / 3292058 -0.0199 -0.0200 0.0000 L / 32920

59 -0.0003 0.0000 0.0000 L / 060 -0.0003 0.0000 0.0000 L / 061 0.0001 -0.0004 0.0000 L / 062 0.0001 -0.0004 0.0000 L / 0


56/174


56

63 -0.0006 0.0000 0.0000 L / 064 -0.0006 0.0000 0.0000 L / 065 0.0001 -0.0007 0.0000 L / 066 0.0001 -0.0007 0.0000 L / 067 0.0006 0.0000 0.0000 L / 068 0.0006 0.0000 0.0000 L / 069 0.0001 0.0004 0.0000 L / 070 0.0001 0.0004 0.0000 L / 071 0.0008 0.0000 0.0000 L / 072 0.0008 0.0000 0.0000 L / 073 0.0001 0.0007 0.0000 L / 074 0.0001 0.0007 0.0000 L / 0

2 0.37 55 0.0341 0.0339 0.0000 L / 2039156 0.0341 0.0339 0.0000 L / 2039157 -0.0338 -0.0339 0.0000 L / 2051658 -0.0338 -0.0339 0.0000 L / 2051659 -0.0023 0.0000 0.0000 L /29945460 -0.0023 0.0000 0.0000 L /29945461 0.0002 -0.0025 0.0000 L /28190462 0.0002 -0.0025 0.0000 L /28190563 -0.0040 0.0000 0.0000 L /17410564 -0.0040 0.0000 0.0000 L /17410565 0.0002 -0.0041 0.0000 L /16808466 0.0002 -0.0041 0.0000 L /16808467 0.0027 0.0000 0.0000 L /25817368 0.0027 0.0000 0.0000 L /25817369 0.0002 0.0025 0.0000 L /27330370 0.0002 0.0025 0.0000 L /27330271 0.0044 0.0000 0.0000 L /15929572 0.0044 0.0000 0.0000 L /15929573 0.0002 0.0042 0.0000 L /16498874 0.0002 0.0042 0.0000 L /164988

3 0.73 55 0.0429 0.0427 0.0000 L / 1706056 0.0429 0.0427 0.0000 L / 1706057 -0.0426 -0.0426 0.0000 L / 1715658 -0.0426 -0.0426 0.0000 L / 17156

STORY HEIGHT LOAD DRIFT(CM ) ECCENTRICITY RATIO------------------------------------------------------------------------

(METE) X Z (METE)

BASE=

59 -0.0029 0.0000 0.0000 L /25628060 -0.0029 0.0000 0.0000 L /25628061 0.0002 -0.0030 0.0000 L /24432862 0.0002 -0.0030 0.0000 L /24432963 -0.0049 0.0000 0.0000 L /14983564 -0.0049 0.0000 0.0000 L /14983565 0.0002 -0.0050 0.0000 L /14569666 0.0002 -0.0050 0.0000 L /14569667 0.0032 0.0000 0.0000 L /22654968 0.0032 0.0000 0.0000 L /22654869 0.0002 0.0031 0.0000 L /23700270 0.0002 0.0031 0.0000 L /23700171 0.0053 0.0000 0.0000 L /13915872 0.0053 0.0000 0.0000 L /13915873 0.0002 0.0051 0.0000 L /14305974 0.0002 0.0051 0.0000 L /143058


57/174


57


5 1.46 55 0.0422 0.0421 0.0000 L / 1906556 0.0422 0.0421 0.0000 L / 1906557 -0.0419 -0.0420 0.0000 L / 1917058 -0.0419 -0.0420 0.0000 L / 1917059 -0.0032 0.0001 0.0000 L /24899960 -0.0032 0.0001 0.0000 L /24900061 0.0002 -0.0033 0.0000 L /24022562 0.0002 -0.0033 0.0000 L /24022763 -0.0055 0.0001 0.0000 L /14624564 -0.0055 0.0001 0.0000 L /14624565 0.0002 -0.0056 0.0000 L /143183


(METE) X Z (METE)

BASE=

66 0.0002 -0.0056 0.0000 L /14318367 0.0036 0.0001 0.0000 L /22476068 0.0036 0.0001 0.0000 L /22475969 0.0002 0.0035 0.0000 L /23249370 0.0002 0.0035 0.0000 L /23249171 0.0058 0.0001 0.0000 L /13753372 0.0058 0.0001 0.0000 L /13753373 0.0002 0.0057 0.0000 L /14039974 0.0002 0.0057 0.0000 L /140399

6 1.83 55 0.0358 0.0355 0.0000 L / 2349656 0.0358 0.0355 0.0000 L / 2349657 -0.0351 -0.0354 0.0000 L / 2378558 -0.0351 -0.0354 0.0000 L / 2378559 -0.0032 0.0001 0.0000 L /26575160 -0.0032 0.0001 0.0000 L /26575361 0.0004 -0.0035 0.0000 L /23790662 0.0004 -0.0035 0.0000 L /23790763 -0.0056 0.0001 0.0000 L /15104664 -0.0056 0.0001 0.0000 L /15104765 0.0004 -0.0059 0.0000 L /14162466 0.0004 -0.0059 0.0000 L /14162467 0.0040 0.0001 0.0000 L /207910


58/174


58

68 0.0040 0.0001 0.0000 L /20790969 0.0004 0.0037 0.0000 L /22885970 0.0004 0.0037 0.0000 L /22885871 0.0064 0.0001 0.0000 L /13042372 0.0064 0.0001 0.0000 L /13042373 0.0004 0.0061 0.0000 L /13836874 0.0004 0.0061 0.0000 L /138367

7 2.20 55 0.0405 0.0400 0.0000 L / 2169256 0.0405 0.0400 0.0000 L / 2169257 -0.0395 -0.0399 0.0000 L / 2200958 -0.0395 -0.0399 0.0000 L / 2200959 -0.0032 0.0001 0.0000 L /27490460 -0.0032 0.0001 0.0000 L /27490661 0.0006 -0.0038 0.0000 L /23361162 0.0006 -0.0038 0.0000 L /23361363 -0.0057 0.0001 0.0000 L /15294764 -0.0057 0.0001 0.0000 L /15294865 0.0006 -0.0063 0.0000 L /13924666 0.0006 -0.0063 0.0000 L /13924667 0.0044 0.0001 0.0000 L /19746968 0.0044 0.0001 0.0000 L /19746869 0.0006 0.0039 0.0000 L /22613270 0.0006 0.0039 0.0000 L /22613171 0.0070 0.0001 0.0000 L /12555572 0.0070 0.0001 0.0000 L /125554


(METE) X Z (METE)

BASE=

73 0.0006 0.0064 0.0000 L /13655474 0.0006 0.0064 0.0000 L /136553


9 2.93 55 0.0379 0.0380 0.0000 L / 2503356 0.0379 0.0380 0.0000 L / 2503357 -0.0380 -0.0379 0.0000 L / 2499558 -0.0380 -0.0379 0.0000 L / 2499559 -0.0043 0.0000 0.0000 L /22236760 -0.0043 0.0000 0.0000 L /222369


59/174


59

61 0.0000 -0.0042 0.0000 L /22654662 0.0000 -0.0042 0.0000 L /22654863 -0.0071 0.0000 0.0000 L /13390864 -0.0071 0.0000 0.0000 L /13390965 0.0000 -0.0070 0.0000 L /13539466 0.0000 -0.0070 0.0000 L /13539567 0.0042 0.0000 0.0000 L /22649268 0.0042 0.0000 0.0000 L /22649169 0.0000 0.0043 0.0000 L /22217470 0.0000 0.0043 0.0000 L /22217271 0.0070 0.0000 0.0000 L /13539372 0.0070 0.0000 0.0000 L /13539273 0.0000 0.0071 0.0000 L /13382174 0.0000 0.0071 0.0000 L /133820

10 3.29 55 0.0317 0.0320 0.0000 L / 3082456 0.0317 0.0320 0.0000 L / 3082357 -0.0322 -0.0317 0.0000 L / 3071058 -0.0322 -0.0317 0.0000 L / 30710


(METE) X Z (METE)

BASE=

59 -0.0047 0.0002 0.0000 L /21051160 -0.0047 0.0002 0.0000 L /21051461 -0.0003 -0.0042 0.0000 L /23452662 -0.0003 -0.0042 0.0000 L /23452963 -0.0076 0.0002 0.0000 L /12929164 -0.0076 0.0002 0.0000 L /12929265 -0.0003 -0.0072 0.0000 L /13792966 -0.0003 -0.0072 0.0000 L /13793067 0.0041 0.0002 0.0000 L /23797668 0.0041 0.0002 0.0000 L /23797269 -0.0003 0.0046 0.0000 L /21300970 -0.0003 0.0046 0.0000 L /21300771 0.0071 0.0002 0.0000 L /13915472 0.0071 0.0002 0.0000 L /13915373 -0.0003 0.0076 0.0000 L /13019474 -0.0003 0.0076 0.0000 L /130193

11 3.66 55 0.0250 0.0250 0.0000 L / 4088856 0.0250 0.0250 0.0000 L / 4088957 -0.0253 -0.0252 0.0000 L / 4040358 -0.0253 -0.0252 0.0000 L / 4040359 -0.0048 -0.0002 0.0000 L /21356160 -0.0048 -0.0002 0.0000 L /21355161 -0.0002 -0.0048 0.0000 L /21317762 -0.0002 -0.0048 0.0000 L /21316463 -0.0079 -0.0002 0.0000 L /12980164 -0.0079 -0.0002 0.0000 L /12979765 -0.0002 -0.0079 0.0000 L /12939366 -0.0002 -0.0079 0.0000 L /12938867 0.0045 -0.0001 0.0000 L /22818968 0.0045 -0.0001 0.0000 L /22820169 -0.0001 0.0045 0.0000 L /22617470 -0.0001 0.0045 0.0000 L /22618971 0.0076 -0.0001 0.0000 L /13506372 0.0076 -0.0001 0.0000 L /13506773 -0.0001 0.0076 0.0000 L /134070


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74 -0.0001 0.0076 0.0000 L /134075

12 5.16 55 0.7490 0.2810 0.0000 L / 156756 0.7490 0.2810 0.0000 L / 156757 0.6145 -0.2753 0.0000 L / 191058 0.6144 -0.2753 0.0000 L / 191159 0.8039 0.0037 0.0000 L / 146060 0.8039 0.0037 0.0000 L / 146061 0.8110 -0.0009 0.0000 L / 144762 0.8110 -0.0009 0.0000 L / 144763 0.7993 0.0037 0.0000 L / 146964 0.7993 0.0037 0.0000 L / 146965 0.8111 -0.0040 0.0000 L / 1447


(METE) X Z (METE)BASE=

66 0.8111 -0.0040 0.0000 L / 144767 0.8178 0.0037 0.0000 L / 143568 0.8178 0.0037 0.0000 L / 143569 0.8107 0.0083 0.0000 L / 144870 0.8107 0.0083 0.0000 L / 144871 0.8224 0.0037 0.0000 L / 142772 0.8224 0.0037 0.0000 L / 142773 0.8106 0.0114 0.0000 L / 144874 0.8106 0.0114 0.0000 L / 1448

13 6.66 55 1.4872 0.6024 0.0000 L / 89056 1.4872 0.6024 0.0000 L / 89057 1.2405 -0.1776 0.0000 L / 106758 1.2405 -0.1776 0.0000 L / 106759 1.6128 0.2508 0.0000 L / 82160 1.6127 0.2508 0.0000 L / 82161 1.6226 0.2458 0.0000 L / 81662 1.6226 0.2458 0.0000 L / 81663 1.6065 0.2509 0.0000 L / 82464 1.6064 0.2509 0.0000 L / 82465 1.6229 0.2425 0.0000 L / 81666 1.6228 0.2425 0.0000 L / 81667 1.6316 0.2507 0.0000 L / 81168 1.6316 0.2507 0.0000 L / 81169 1.6218 0.2557 0.0000 L / 81670 1.6217 0.2557 0.0000 L / 81671 1.6379 0.2506 0.0000 L / 80872 1.6379 0.2506 0.0000 L / 80873 1.6215 0.2589 0.0000 L / 81674 1.6214 0.2590 0.0000 L / 816


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7.DYNAMIC ANALYSIS FOR SEISMIC ACTION7.1 EFFECTIVE MASS PARTICIPATION COEFFICIENT

The data above comes from staad. The effective mass participation coefficient is 91.788%in X-Direction and 91.753% in Z-Direction, 95.256% in Y-Direction.


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7.2 VIBRATION MODE AND PERIOD


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1 FORM OF VIBRATION T1=0.193S



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8.REACTION OF SILO.

9.RESULTS FOR SILO1.The shell thickness is as follows:

Considering corrosion,3mm is added to the thickness.Thickness=16mm For wallThickness=16mm For CONE SHELLFrom calculation above ,the shell thickness is ok.Negative deviation is unallowed for all the shell.

2. The tensile stress,principle stress and buckling stress of the shell is less than theallowable stress, so all the shell are safety.

3. The stress ratio of all the members are less than 1.0,so all the members are safety.4. The deflection of the main beams and the story drift of absorber meet the technological

requirements.10.INPUT FILE OF STAAD SOFTWARESTAAD SPACESTART JOB INFORMATIONENGINEER DATE 17-Mar-09END JOB INFORMATIONINPUT WIDTH 79UNIT METER KN


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JOINT COORDINATES1 -4 0 0; 10 -2.44921e-016 0 4; 19 4 0 4.89843e-016; 28 7.34764e-016 0 -4;397 3.95075 0 0.625738; 398 3.80423 0 1.23607; 399 3.56403 0 1.81596;400 3.23607 0 2.35114; 401 2.82843 0 2.82843; 402 2.35114 0 3.23607;403 1.81596 0 3.56403; 404 1.23607 0 3.80423; 405 0.625738 0 3.95075;406 -0.625738 0 3.95075; 407 -1.23607 0 3.80423; 408 -1.81596 0 3.56403;409 -2.35114 0 3.23607; 410 -2.82843 0 2.82843; 411 -3.23607 0 2.35114;412 -3.56403 0 1.81596; 413 -3.80423 0 1.23607; 414 -3.95075 0 0.625738;415 -3.95075 0 -0.625738; 416 -3.80423 0 -1.23607; 417 -3.56403 0 -1.81596;418 -3.23607 0 -2.35114; 419 -2.82843 0 -2.82843; 420 -2.35114 0 -3.23607;421 -1.81596 0 -3.56403; 422 -1.23607 0 -3.80423; 423 -0.625738 0 -3.95075;424 0.625738 0 -3.95075; 425 1.23607 0 -3.80423; 426 1.81596 0 -3.56403;427 2.35114 0 -3.23607; 428 2.82843 0 -2.82843; 429 3.23607 0 -2.35114;430 3.56403 0 -1.81596; 431 3.80423 0 -1.23607; 432 3.95075 0 -0.625738;433 3.65359 -0.6 0; 434 3.60861 -0.6 0.571547; 435 3.47477 -0.6 1.12902;436 3.25537 -0.6 1.6587; 437 2.95582 -0.6 2.14753; 438 2.58348 -0.6 2.58348;

439 2.14753 -0.6 2.95582; 440 1.6587 -0.6 3.25537; 441 1.12902 -0.6 3.47477;442 0.571547 -0.6 3.60861; 443 2.2371e-016 -0.6 3.65359;444 -0.571547 -0.6 3.60861; 445 -1.12902 -0.6 3.47477;446 -1.6587 -0.6 3.25537; 447 -2.14753 -0.6 2.95582; 448 -2.58348 -0.6 2.58348;449 -2.95582 -0.6 2.14753; 450 -3.25537 -0.6 1.6587; 451 -3.47477 -0.6 1.12902;452 -3.60861 -0.6 0.571547; 453 -3.65359 -0.6 4.47421e-016;454 -3.60861 -0.6 -0.571547; 455 -3.47477 -0.6 -1.12902;456 -3.25537 -0.6 -1.6587; 457 -2.95582 -0.6 -2.14753;458 -2.58348 -0.6 -2.58348; 459 -2.14753 -0.6 -2.95582;460 -1.6587 -0.6 -3.25537; 461 -1.12902 -0.6 -3.47477;462 -0.571547 -0.6 -3.60861; 463 -6.71131e-016 -0.6 -3.65359;

464 0.571547 -0.6 -3.60861; 465 1.12902 -0.6 -3.47477;466 1.6587 -0.6 -3.25537; 467 2.14753 -0.6 -2.95582; 468 2.58348 -0.6 -2.58348;469 2.95582 -0.6 -2.14753; 470 3.25537 -0.6 -1.6587; 471 3.47477 -0.6 -1.12902;472 3.60861 -0.6 -0.571547; 473 3.30718 -1.2 0; 474 3.26646 -1.2 0.517357;475 3.14531 -1.2 1.02197; 476 2.94672 -1.2 1.50143; 477 2.67556 -1.2 1.94391;478 2.33853 -1.2 2.33853; 479 1.94391 -1.2 2.67556; 480 1.50143 -1.2 2.94672;481 1.02197 -1.2 3.14531; 482 0.517357 -1.2 3.26646;483 2.025e-016 -1.2 3.30718; 484 -0.517357 -1.2 3.26646;485 -1.02197 -1.2 3.14531; 486 -1.50143 -1.2 2.94672;487 -1.94391 -1.2 2.67556; 488 -2.33853 -1.2 2.33853;489 -2.67556 -1.2 1.94391; 490 -2.94672 -1.2 1.50143;491 -3.14531 -1.2 1.02197; 492 -3.26646 -1.2 0.517357;493 -3.30718 -1.2 4.04999e-016; 494 -3.26646 -1.2 -0.517357;495 -3.14531 -1.2 -1.02197; 496 -2.94672 -1.2 -1.50143;497 -2.67556 -1.2 -1.94391; 498 -2.33853 -1.2 -2.33853;499 -1.94391 -1.2 -2.67556; 500 -1.50143 -1.2 -2.94672;501 -1.02197 -1.2 -3.14531; 502 -0.517357 -1.2 -3.26646;503 -6.07499e-016 -1.2 -3.30718; 504 0.517357 -1.2 -3.26646;505 1.02197 -1.2 -3.14531; 506 1.50143 -1.2 -2.94672;507 1.94391 -1.2 -2.67556; 508 2.33853 -1.2 -2.33853;509 2.67556 -1.2 -1.94391; 510 2.94672 -1.2 -1.50143;511 3.14531 -1.2 -1.02197; 512 3.26646 -1.2 -0.517357; 513 2.96077 -1.8 0;514 2.92432 -1.8 0.463166; 515 2.81586 -1.8 0.914928; 516 2.63806 -1.8 1.34416;517 2.39531 -1.8 1.7403; 518 2.09358 -1.8 2.09358; 519 1.7403 -1.8 2.39531;520 1.34416 -1.8 2.63806; 521 0.914928 -1.8 2.81586; 522 0.463166 -1.8 2.92432;


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523 1.81289e-016 -1.8 2.96077; 524 -0.463166 -1.8 2.92432;525 -0.914928 -1.8 2.81586; 526 -1.34416 -1.8 2.63806;527 -1.7403 -1.8 2.39531; 528 -2.09358 -1.8 2.09358; 529 -2.39531 -1.8 1.7403;530 -2.63806 -1.8 1.34416; 531 -2.81586 -1.8 0.914928;532 -2.92432 -1.8 0.463166; 533 -2.96077 -1.8 3.62578e-016;534 -2.92432 -1.8 -0.463166; 535 -2.81586 -1.8 -0.914928;536 -2.63806 -1.8 -1.34416; 537 -2.39531 -1.8 -1.7403;538 -2.09358 -1.8 -2.09358; 539 -1.7403 -1.8 -2.39531;540 -1.34416 -1.8 -2.63806; 541 -0.914928 -1.8 -2.81586;542 -0.463166 -1.8 -2.92432; 543 -5.43867e-016 -1.8 -2.96077;544 0.463166 -1.8 -2.92432; 545 0.914928 -1.8 -2.81586;546 1.34416 -1.8 -2.63806; 547 1.7403 -1.8 -2.39531; 548 2.09358 -1.8 -2.09358;549 2.39531 -1.8 -1.7403; 550 2.63806 -1.8 -1.34416;551 2.81586 -1.8 -0.914928; 552 2.92432 -1.8 -0.463166; 553 2.61436 -2.4 0;554 2.58217 -2.4 0.408976; 555 2.4864 -2.4 0.807881; 556 2.32941 -2.4 1.18689;557 2.11506 -2.4 1.53668; 558 1.84863 -2.4 1.84863; 559 1.53668 -2.4 2.11506;

560 1.18689 -2.4 2.32941; 561 0.807881 -2.4 2.4864; 562 0.408976 -2.4 2.58217;563 1.60078e-016 -2.4 2.61436; 564 -0.408976 -2.4 2.58217;565 -0.807881 -2.4 2.4864; 566 -1.18689 -2.4 2.32941;567 -1.53668 -2.4 2.11506; 568 -1.84863 -2.4 1.84863;569 -2.11506 -2.4 1.53668; 570 -2.32941 -2.4 1.18689;571 -2.4864 -2.4 0.807881; 572 -2.58217 -2.4 0.408976;573 -2.61436 -2.4 3.20156e-016; 574 -2.58217 -2.4 -0.408976;575 -2.4864 -2.4 -0.807881; 576 -2.32941 -2.4 -1.18689;577 -2.11506 -2.4 -1.53668; 578 -1.84863 -2.4 -1.84863;579 -1.53668 -2.4 -2.11506; 580 -1.18689 -2.4 -2.32941;581 -0.807881 -2.4 -2.4864; 582 -0.408976 -2.4 -2.58217;

583 -4.80234e-016 -2.4 -2.61436; 584 0.408976 -2.4 -2.58217;585 0.807881 -2.4 -2.4864; 586 1.18689 -2.4 -2.32941;587 1.53668 -2.4 -2.11506; 588 1.84863 -2.4 -1.84863;589 2.11506 -2.4 -1.53668; 590 2.32941 -2.4 -1.18689;591 2.4864 -2.4 -0.807881; 592 2.58217 -2.4 -0.408976; 593 2.26795 -3 0;594 2.24003 -3 0.354785; 595 2.15695 -3 0.700835; 596 2.02076 -3 1.02963;597 1.83481 -3 1.33307; 598 1.60368 -3 1.60368; 599 1.33307 -3 1.83481;600 1.02963 -3 2.02076; 601 0.700835 -3 2.15695; 602 0.354785 -3 2.24003;603 1.38867e-016 -3 2.26795; 604 -0.354785 -3 2.24003;605 -0.700835 -3 2.15695; 606 -1.02963 -3 2.02076; 607 -1.33307 -3 1.83481;608 -1.60368 -3 1.60368; 609 -1.83481 -3 1.33307; 610 -2.02076 -3 1.02963;611 -2.15695 -3 0.700835; 612 -2.24003 -3 0.354785;613 -2.26795 -3 2.77735e-016; 614 -2.24003 -3 -0.354785;615 -2.15695 -3 -0.700835; 616 -2.02076 -3 -1.02963; 617 -1.83481 -3 -1.33307;618 -1.60368 -3 -1.60368; 619 -1.33307 -3 -1.83481; 620 -1.02963 -3 -2.02076;621 -0.700835 -3 -2.15695; 622 -0.354785 -3 -2.24003;623 -4.16602e-016 -3 -2.26795; 624 0.354785 -3 -2.24003;625 0.700835 -3 -2.15695; 626 1.02963 -3 -2.02076; 627 1.33307 -3 -1.83481;628 1.60368 -3 -1.60368; 629 1.83481 -3 -1.33307; 630 2.02076 -3 -1.02963;631 2.15695 -3 -0.700835; 632 2.24003 -3 -0.354785; 633 1.92154 -3.6 0;634 1.89788 -3.6 0.300595; 635 1.82749 -3.6 0.593788; 636 1.7121 -3.6 0.87236;637 1.55456 -3.6 1.12945; 638 1.35873 -3.6 1.35873; 639 1.12945 -3.6 1.55456;640 0.87236 -3.6 1.7121; 641 0.593788 -3.6 1.82749; 642 0.300595 -3.6 1.89788;643 1.17656e-016 -3.6 1.92154; 644 -0.300595 -3.6 1.89788;645 -0.593788 -3.6 1.82749; 646 -0.87236 -3.6 1.7121;


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647 -1.12945 -3.6 1.55456; 648 -1.35873 -3.6 1.35873;649 -1.55456 -3.6 1.12945; 650 -1.7121 -3.6 0.87236;651 -1.82749 -3.6 0.593788; 652 -1.89788 -3.6 0.300595;653 -1.92154 -3.6 2.35313e-016; 654 -1.89788 -3.6 -0.300595;655 -1.82749 -3.6 -0.593788; 656 -1.7121 -3.6 -0.87236;657 -1.55456 -3.6 -1.12945; 658 -1.35873 -3.6 -1.35873;659 -1.12945 -3.6 -1.55456; 660 -0.87236 -3.6 -1.7121;661 -0.593788 -3.6 -1.82749; 662 -0.300595 -3.6 -1.89788;663 -3.52969e-016 -3.6 -1.92154; 664 0.300595 -3.6 -1.89788;665 0.593788 -3.6 -1.82749; 666 0.87236 -3.6 -1.7121;667 1.12945 -3.6 -1.55456; 668 1.35873 -3.6 -1.35873;669 1.55456 -3.6 -1.12945; 670 1.7121 -3.6 -0.87236;671 1.82749 -3.6 -0.593788; 672 1.89788 -3.6 -0.300595; 673 -4 0.366 0;674 -3.95075 0.366 0.625738; 675 -3.80423 0.366 1.23607;676 -3.56403 0.366 1.81596; 677 -3.23607 0.366 2.35114;678 -2.82843 0.366 2.82843; 679 -2.35114 0.366 3.23607;

680 -1.81596 0.366 3.56403; 681 -1.23607 0.366 3.80423;682 -0.625738 0.366 3.95075; 683 -2.44921e-016 0.366 4;684 0.625738 0.366 3.95075; 685 1.23607 0.366 3.80423;686 1.81596 0.366 3.56403; 687 2.35114 0.366 3.23607;688 2.82843 0.366 2.82843; 689 3.23607 0.366 2.35114;690 3.56403 0.366 1.81596; 691 3.80423 0.366 1.23607;692 3.95075 0.366 0.625738; 693 4 0.366 4.89843e-016;694 3.95075 0.366 -0.625738; 695 3.80423 0.366 -1.23607;696 3.56403 0.366 -1.81596; 697 3.23607 0.366 -2.35114;698 2.82843 0.366 -2.82843; 699 2.35114 0.366 -3.23607;700 1.81596 0.366 -3.56403; 701 1.23607 0.366 -3.80423;

702 0.625738 0.366 -3.95075; 703 7.34764e-016 0.366 -4;704 -0.625738 0.366 -3.95075; 705 -1.23607 0.366 -3.80423;706 -1.81596 0.366 -3.56403; 707 -2.35114 0.366 -3.23607;708 -2.82843 0.366 -2.82843; 709 -3.23607 0.366 -2.35114;710 -3.56403 0.366 -1.81596; 711 -3.80423 0.366 -1.23607;712 -3.95075 0.366 -0.625738; 713 -4 0.732 0; 714 -3.95075 0.732 0.625738;715 -3.80423 0.732 1.23607; 716 -3.56403 0.732 1.81596;717 -3.23607 0.732 2.35114; 718 -2.82843 0.732 2.82843;719 -2.35114 0.732 3.23607; 720 -1.81596 0.732 3.56403;721 -1.23607 0.732 3.80423; 722 -0.625738 0.732 3.95075;723 -2.44921e-016 0.732 4; 724 0.625738 0.732 3.95075;725 1.23607 0.732 3.80423; 726 1.81596 0.732 3.56403;727 2.35114 0.732 3.23607; 728 2.82843 0.732 2.82843;729 3.23607 0.732 2.35114; 730 3.56403 0.732 1.81596;731 3.80423 0.732 1.23607; 732 3.95075 0.732 0.625738;733 4 0.732 4.89843e-016; 734 3.95075 0.732 -0.625738;735 3.80423 0.732 -1.23607; 736 3.56403 0.732 -1.81596;737 3.23607 0.732 -2.35114; 738 2.82843 0.732 -2.82843;739 2.35114 0.732 -3.23607; 740 1.81596 0.732 -3.56403;741 1.23607 0.732 -3.80423; 742 0.625738 0.732 -3.95075;743 7.34764e-016 0.732 -4; 744 -0.625738 0.732 -3.95075;745 -1.23607 0.732 -3.80423; 746 -1.81596 0.732 -3.56403;747 -2.35114 0.732 -3.23607; 748 -2.82843 0.732 -2.82843;749 -3.23607 0.732 -2.35114; 750 -3.56403 0.732 -1.81596;751 -3.80423 0.732 -1.23607; 752 -3.95075 0.732 -0.625738; 753 -4 1.098 0;


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754 -3.95075 1.098 0.625738; 755 -3.80423 1.098 1.23607;756 -3.56403 1.098 1.81596; 757 -3.23607 1.098 2.35114;758 -2.82843 1.098 2.82843; 759 -2.35114 1.098 3.23607;760 -1.81596 1.098 3.56403; 761 -1.23607 1.098 3.80423;762 -0.625738 1.098 3.95075; 763 -2.44921e-016 1.098 4;764 0.625738 1.098 3.95075; 765 1.23607 1.098 3.80423;766 1.81596 1.098 3.56403; 767 2.35114 1.098 3.23607;768 2.82843 1.098 2.82843; 769 3.23607 1.098 2.35114;770 3.56403 1.098 1.81596; 771 3.80423 1.098 1.23607;772 3.95075 1.098 0.625738; 773 4 1.098 4.89843e-016;774 3.95075 1.098 -0.625738; 775 3.80423 1.098 -1.23607;776 3.56403 1.098 -1.81596; 777 3.23607 1.098 -2.35114;778 2.82843 1.098 -2.82843; 779 2.35114 1.098 -3.23607;780 1.81596 1.098 -3.56403; 781 1.23607 1.098 -3.80423;782 0.625738 1.098 -3.95075; 783 7.34764e-016 1.098 -4;784 -0.625738 1.098 -3.95075; 785 -1.23607 1.098 -3.80423;

786 -1.81596 1.098 -3.56403; 787 -2.35114 1.098 -3.23607;788 -2.82843 1.098 -2.82843; 789 -3.23607 1.098 -2.35114;790 -3.56403 1.098 -1.81596; 791 -3.80423 1.098 -1.23607;792 -3.95075 1.098 -0.625738; 793 -4 1.464 0; 794 -3.95075 1.464 0.625738;795 -3.80423 1.464 1.23607; 796 -3.56403 1.464 1.81596;797 -3.23607 1.464 2.35114; 798 -2.82843 1.464 2.82843;799 -2.35114 1.464 3.23607; 800 -1.81596 1.464 3.56403;801 -1.23607 1.464 3.80423; 802 -0.625738 1.464 3.95075;803 -2.44921e-016 1.464 4; 804 0.625738 1.464 3.95075;805 1.23607 1.464 3.80423; 806 1.81596 1.464 3.56403;807 2.35114 1.464 3.23607; 808 2.82843 1.464 2.82843;

809 3.23607 1.464 2.35114; 810 3.56403 1.464 1.81596;811 3.80423 1.464 1.23607; 812 3.95075 1.464 0.625738;813 4 1.464 4.89843e-016; 814 3.95075 1.464 -0.625738;815 3.80423 1.464 -1.23607; 816 3.56403 1.464 -1.81596;817 3.23607 1.464 -2.35114; 818 2.82843 1.464 -2.82843;819 2.35114 1.464 -3.23607; 820 1.81596 1.464 -3.56403;821 1.23607 1.464 -3.80423; 822 0.625738 1.464 -3.95075;823 7.34764e-016 1.464 -4; 824 -0.625738 1.464 -3.95075;825 -1.23607 1.464 -3.80423; 826 -1.81596 1.464 -3.56403;827 -2.35114 1.464 -3.23607; 828 -2.82843 1.464 -2.82843;829 -3.23607 1.464 -2.35114; 830 -3.56403 1.464 -1.81596;831 -3.80423 1.464 -1.23607; 832 -3.95075 1.464 -0.625738; 833 -4 1.83 0;834 -3.95075 1.83 0.625738; 835 -3.80423 1.83 1.23607;836 -3.56403 1.83 1.81596; 837 -3.23607 1.83 2.35114;838 -2.82843 1.83 2.82843; 839 -2.35114 1.83 3.23607;840 -1.81596 1.83 3.56403; 841 -1.23607 1.83 3.80423;842 -0.625738 1.83 3.95075; 843 -2.44921e-016 1.83 4;844 0.625738 1.83 3.95075; 845 1.23607 1.83 3.80423; 846 1.81596 1.83 3.56403;847 2.35114 1.83 3.23607; 848 2.82843 1.83 2.82843; 849 3.23607 1.83 2.35114;850 3.56403 1.83 1.81596; 851 3.80423 1.83 1.23607; 852 3.95075 1.83 0.625738;853 4 1.83 4.89843e-016; 854 3.95075 1.83 -0.625738; 855 3.80423 1.83 -1.23607;856 3.56403 1.83 -1.81596; 857 3.23607 1.83 -2.35114;858 2.82843 1.83 -2.82843; 859 2.35114 1.83 -3.23607;860 1.81596 1.83 -3.56403; 861 1.23607 1.83 -3.80423;862 0.625738 1.83 -3.95075; 863 7.34764e-016 1.83 -4;


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864 -0.625738 1.83 -3.95075; 865 -1.23607 1.83 -3.80423;866 -1.81596 1.83 -3.56403; 867 -2.35114 1.83 -3.23607;868 -2.82843 1.83 -2.82843; 869 -3.23607 1.83 -2.35114;870 -3.56403 1.83 -1.81596; 871 -3.80423 1.83 -1.23607;872 -3.95075 1.83 -0.625738; 873 -4 2.196 0; 874 -3.95075 2.196 0.625738;875 -3.80423 2.196 1.23607; 876 -3.56403 2.196 1.81596;877 -3.23607 2.196 2.35114; 878 -2.82843 2.196 2.82843;879 -2.35114 2.196 3.23607; 880 -1.81596 2.196 3.56403;881 -1.23607 2.196 3.80423; 882 -0.625738 2.196 3.95075;883 -2.44921e-016 2.196 4; 884 0.625738 2.196 3.95075;885 1.23607 2.196 3.80423; 886 1.81596 2.196 3.56403;887 2.35114 2.196 3.23607; 888 2.82843 2.196 2.82843;889 3.23607 2.196 2.35114; 890 3.56403 2.196 1.81596;891 3.80423 2.196 1.23607; 892 3.95075 2.196 0.625738;893 4 2.196 4.89843e-016; 894 3.95075 2.196 -0.625738;895 3.80423 2.196 -1.23607; 896 3.56403 2.196 -1.81596;

897 3.23607 2.196 -2.35114; 898 2.82843 2.196 -2.82843;899 2.35114 2.196 -3.23607; 900 1.81596 2.196 -3.56403;901 1.23607 2.196 -3.80423; 902 0.625738 2.196 -3.95075;903 7.34764e-016 2.196 -4; 904 -0.625738 2.196 -3.95075;905 -1.23607 2.196 -3.80423; 906 -1.81596 2.196 -3.56403;907 -2.35114 2.196 -3.23607; 908 -2.82843 2.196 -2.82843;909 -3.23607 2.196 -2.35114; 910 -3.56403 2.196 -1.81596;911 -3.80423 2.196 -1.23607; 912 -3.95075 2.196 -0.625738; 913 -4 2.562 0;914 -3.95075 2.562 0.625738; 915 -3.80423 2.562 1.23607;916 -3.56403 2.562 1.81596; 917 -3.23607 2.562 2.35114;918 -2.82843 2.562 2.82843; 919 -2.35114 2.562 3.23607;

920 -1.81596 2.562 3.56403; 921 -1.23607 2.562 3.80423;922 -0.625738 2.562 3.95075; 923 -2.44921e-016 2.562 4;924 0.625738 2.562 3.95075; 925 1.23607 2.562 3.80423;926 1.81596 2.562 3.56403; 927 2.35114 2.562 3.23607;928 2.82843 2.562 2.82843; 929 3.23607 2.562 2.35114;930 3.56403 2.562 1.81596; 931 3.80423 2.562 1.23607;932 3.95075 2.562 0.625738; 933 4 2.562 4.89843e-016;934 3.95075 2.562 -0.625738; 935 3.80423 2.562 -1.23607;936 3.56403 2.562 -1.81596; 937 3.23607 2.562 -2.35114;938 2.82843 2.562 -2.82843; 939 2.35114 2.562 -3.23607;940 1.81596 2.562 -3.56403; 941 1.23607 2.562 -3.80423;942 0.625738 2.562 -3.95075; 943 7.34764e-016 2.562 -4;944 -0.625738 2.562 -3.95075; 945 -1.23607 2.562 -3.80423;946 -1.81596 2.562 -3.56403; 947 -2.35114 2.562 -3.23607;948 -2.82843 2.562 -2.82843; 949 -3.23607 2.562 -2.35114;950 -3.56403 2.562 -1.81596; 951 -3.80423 2.562 -1.23607;952 -3.95075 2.562 -0.625738; 953 -4 2.928 0; 954 -3.95075 2.928 0.625738;955 -3.80423 2.928 1.23607; 956 -3.56403 2.928 1.81596;957 -3.23607 2.928 2.35114; 958 -2.82843 2.928 2.82843;959 -2.35114 2.928 3.23607; 960 -1.81596 2.928 3.56403;961 -1.23607 2.928 3.80423; 962 -0.625738 2.928 3.95075;963 -2.44921e-016 2.928 4; 964 0.625738 2.928 3.95075;965 1.23607 2.928 3.80423; 966 1.81596 2.928 3.56403;967 2.35114 2.928 3.23607; 968 2.82843 2.928 2.82843;969 3.23607 2.928 2.35114; 970 3.56403 2.928 1.81596;


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971 3.80423 2.928 1.23607; 972 3.95075 2.928 0.625738;973 4 2.928 4.89843e-016; 974 3.95075 2.928 -0.625738;975 3.80423 2.928 -1.23607; 976 3.56403 2.928 -1.81596;977 3.23607 2.928 -2.35114; 978 2.82843 2.928 -2.82843;979 2.35114 2.928 -3.23607; 980 1.81596 2.928 -3.56403;981 1.23607 2.928 -3.80423; 982 0.625738 2.928 -3.95075;983 7.34764e-016 2.928 -4; 984 -0.625738 2.928 -3.95075;985 -1.23607 2.928 -3.80423; 986 -1.81596 2.928 -3.56403;987 -2.35114 2.928 -3.23607; 988 -2.82843 2.928 -2.82843;989 -3.23607 2.928 -2.35114; 990 -3.56403 2.928 -1.81596;991 -3.80423 2.928 -1.23607; 992 -3.95075 2.928 -0.625738; 993 -4 3.294 0;994 -3.95075 3.294 0.625738; 995 -3.80423 3.294 1.23607;996 -3.56403 3.294 1.81596; 997 -3.23607 3.294 2.35114;998 -2.82843 3.294 2.82843; 999 -2.35114 3.294 3.23607;1000 -1.81596 3.294 3.56403; 1001 -1.23607 3.294 3.80423;1002 -0.625738 3.294 3.95075; 1003 -2.44921e-016 3.294 4;

1004 0.625738 3.294 3.95075; 1005 1.23607 3.294 3.80423;1006 1.81596 3.294 3.56403; 1007 2.35114 3.294 3.23607;1008 2.82843 3.294 2.82843; 1009 3.23607 3.294 2.35114;1010 3.56403 3.294 1.81596; 1011 3.80423 3.294 1.23607;1012 3.95075 3.294 0.625738; 1013 4 3.294 4.89843e-016;1014 3.95075 3.294 -0.625738; 1015 3.80423 3.294 -1.23607;1016 3.56403 3.294 -1.81596; 1017 3.23607 3.294 -2.35114;1018 2.82843 3.294 -2.82843; 1019 2.35114 3.294 -3.23607;1020 1.81596 3.294 -3.56403; 1021 1.23607 3.294 -3.80423;1022 0.625738 3.294 -3.95075; 1023 7.34764e-016 3.294 -4;1024 -0.625738 3.294 -3.95075; 1025 -1.23607 3.294 -3.80423;

1026 -1.81596 3.294 -3.56403; 1027 -2.35114 3.294 -3.23607;1028 -2.82843 3.294 -2.82843; 1029 -3.23607 3.294 -2.35114;1030 -3.56403 3.294 -1.81596; 1031 -3.80423 3.294 -1.23607;1032 -3.95075 3.294 -0.625738; 1033 -4 3.66 0; 1034 -3.95075 3.66 0.625738;1035 -3.80423 3.66 1.23607; 1036 -3.56403 3.66 1.81596;1037 -3.23607 3.66 2.35114; 1038 -2.82843 3.66 2.82843;1039 -2.35114 3.66 3.23607; 1040 -1.81596 3.66 3.56403;1041 -1.23607 3.66 3.80423; 1042 -0.625738 3.66 3.95075;1043 -2.44921e-016 3.66 4; 1044 0.625738 3.66 3.95075;1045 1.23607 3.66 3.80423; 1046 1.81596 3.66 3.56403;1047 2.35114 3.66 3.23607; 1048 2.82843 3.66 2.82843;1049 3.23607 3.66 2.35114; 1050 3.56403 3.66 1.81596;1051 3.80423 3.66 1.23607; 1052 3.95075 3.66 0.625738;1053 4 3.66 4.89843e-016; 1054 3.95075 3.66 -0.625738;1055 3.80423 3.66 -1.23607; 1056 3.56403 3.66 -1.81596;1057 3.23607 3.66 -2.35114; 1058 2.82843 3.66 -2.82843;1059 2.35114 3.66 -3.23607; 1060 1.81596 3.66 -3.56403;1061 1.23607 3.66 -3.80423; 1062 0.625738 3.66 -3.95075;1063 7.34764e-016 3.66 -4; 1064 -0.625738 3.66 -3.95075;1065 -1.23607 3.66 -3.80423; 1066 -1.81596 3.66 -3.56403;1067 -2.35114 3.66 -3.23607; 1068 -2.82843 3.66 -2.82843;1069 -3.23607 3.66 -2.35114; 1070 -3.56403 3.66 -1.81596;1071 -3

Documents

Structure Calculation Sheet for Silo