se-c-cs 0023.001_03_3p-9171ads_as built

Job No. 18-59 23 15Total Pages: 1 of 20

CALCULATION SHEETSFOR

3P-9171A~D/S FOUNDATIONPUMP

02 21.12.07 AS BUILT C.W LEE S.Y PARK

01 14.07.06 FOR REVIEW C.W LEE S.Y PARK

Issue Date Reason for Issue / Remark Prepared Reviewed

Linde Engineering

Samsung Job No: SC - 2060 Linde Job No.: 3110 1199Samsung Job Name: Tasnee Ethylene project Linde Job Name: TasneeContract/PO No.: Item No.:

3P-9171A~D/SOriginator's Doc. No.: Project Doc. No.:

SE-C-CS 00023.001

TASNEE Petrochemicals Ethylene Project Al-Jubail, Saudi Arabia

Ethylene Plant and Common Facilities

Total Pages: 1 of 20


3P-9171A~D/S FOUNDATIONPUMP

Y.C.KIM

Y.C.KIM

Approved

3P-9171A~D/S

SE-C-CS 00023.001

TASNEE Petrochemicals Ethylene Project Al-Jubail, Saudi Arabia

OF 35

DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001

CONTENTS

1. DESIGN CRITERIA

2. ASSUME DIMENSION

3. FOUNDATION CHECK

4. DYNAMIC ANALYSIS

5. RESONANCE CHECK

6. SOIL BEARING CAPACITY CHECK

7. RE-BAR SKETCH


3P-9171A~D/S FOUNDATION

Linde Engineering

OF 35

DOC. NO. : SE-C-CS 00023.001

CONTENTS

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DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001

1. DESIGN CRITERIA

1.1 DESIGN DESCRIPTION

(1) Project Name : TASNEE ETHYLENE PLANT PROJECT

(2) Client : TASNEE PETROCHEMICALS CO.

(3) Location : AL-JUBAIL INDUSTRY AREA, SAUDI ARABIA.

1.2 DESIGN CODE & REGULATION

(1) For Load : Wind (ASCE7-02)

(2) For Concrete Design : ACI 318

1.3 REGIONAL DATA

(1) WEIGHT RATIO.

- RECIPROCATING MACHINES

THE MINIMUM WEIGHT OF THE FOUNDATION FOR RECIPROCATING

MACHINES SHALL BE AT LEAST 4 TIMES OF THE TOTAL WEIGHT OF THE MACHINE.

- CENTRIFUGAL MACHINES

THE MINIMUM WEIGHT OF THE FOUNDATION FOR CENTRIFUGAL

MACHINES SHALL BE AT LEAST 3 TIMES OF THE TOTAL WEIGHT OF THE MACHINE.

(2) FREQUENCY RATIO.2 21.12.07 AS BUILT C.W LEE S.Y PARK

14.07.06

THE RATIO OF NATURAL FREQUENCIES TO DISTURBING FREQUENCIES

SHALL BE KEPT BELOW 0.8 OR GREATER THAN 1.2, BUT IF NOT POSSIBLE,

THE EFFECTS OF DAMPING SHALL BE CONSIDERED.

(3) SOIL BEARING PRESSURE

- HIGH-TUNED FOUNDATION SYSTEM ; OPERATING FREQUENCY < NATURAL FREQUENCY

THE SUM OF STATIC LOADS SHOULD NOT CREATE BEARING PRESSURES GREATER THAN 50%

OF THE ALLOWABLE SOIL PRESSURE.



· STATIC BEARING CAPACITY

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- LOW-TUNED FOUNDATION SYSTEM ; OPERATING FREQUENCY > NATURAL FREQUENCY


OF THE ALLOWABLE SOIL PRESSURE.

THE SUM OF STATIC AND MODIFIED DYNAMIC LOADS SHOULD NOT CREATE BEARING

PRESSURES GREATER THAN 75% OF THE ALLOWABLE SOIL PRESSURE GIVEN FOR THE STATIC

LOAD CONDITIONS.

1.4 MATERIAL SPECIFICATIONS

(1) Reinforcement Bar

: fy = 4200

: fy = 2800 (D10,D12)

(2) Minimum Cylinder Compressive Strength of Concrete at 28days.

: f'c = 280

: f'c = 110

1.5 UNIT WEIGHT OF MATERIAL

(1) Reinforced concrete (γc) : 2.4

(2) Soil above Ground Water (γs) : 1.8

(3) Soil below Ground Water (γsub) : 1.0

1.6 SOIL PROPERTIES

(1) Soil Bearing Capacity (According to Soil Report) Qa = 15

· STATIC PLUS DYNAMIC LOADS BEARING CAPACITY

· ASTM A615 Grade 60 - Main bar kg/cm2 (≥D16)

· ASTM A615 Grade 40 - Stirrup, tie bar, hoop, etc

kg/cm2

· Pump foundation kg/cm2

· Lean concrete kg/cm2

ton/m3

ton/m3

ton/m3

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DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001



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(2) Poisson's Ratio υ = 0.3

(3) Shear Modulus G = 60700

(4) Soil Internal Damping Ratio Dψi = 0.05

- The settlement at the allowable bearing pressure is negligible.

1.7 MACHINE PROPERTIES

(1) Total Machine Weight = 49.427

(2) Operating Speed f = 590

(3) Equivalent Static Load (Dynamic Load) = 59.400

Wm

Wd

OF 35

DOC. NO. : SE-C-CS 00023.001

Y.C.KIM

- HIGH-TUNED FOUNDATION SYSTEM ; OPERATING FREQUENCY < NATURAL FREQUENCY


OF 35

DOC. NO. : SE-C-CS 00023.001

- LOW-TUNED FOUNDATION SYSTEM ; OPERATING FREQUENCY > NATURAL FREQUENCY


THE SUM OF STATIC AND MODIFIED DYNAMIC LOADS SHOULD NOT CREATE BEARING

PRESSURES GREATER THAN 75% OF THE ALLOWABLE SOIL PRESSURE GIVEN FOR THE STATIC

(D10,D12)

ton/m2

OF 35

DOC. NO. : SE-C-CS 00023.001

ton

rpm

ton

ton/m2

OF 35

DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001

2. ASSUME DIMENSION

x

1.00

4.50 2.50 y

1.00

7.50

- ANALYSIS DESIGN PLAN -

2.115

0.30

2 21.12.07AS BUILT C.W LEE S.Y PARKY.C.KIM

14.07.06

2.00

1.70



Linde Engineering

C.G. OF MACHINERY AND EQUIPMENT

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DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001



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- ANALYSIS SECTION -

3. FOUNDATION CHECK

3.1 WEIGHT RATIO CHECK

1) FOUNDATION WEIGHT

= ( 7.50 × 4.50 × 1.70 + 7.50 × 2.50

× 0.60 ) × 2.4

= 164.70 ton

2) MACHINE WEIGHT

= 49.427 ton

= 59.400 ton

3) TOTAL STATIC LOAD

= +

= 164.70 + 49.427 = 214.127 ton

4) TOTAL STATIC PLUS DYNAMIC LOAD

= + +

### + ### + ### = 273.527 ton

Wc

Wm ; Wm : Static Load

Wd ; Wd : Equivalent Static Load (Dynamic Load)

Wst Wc Wm

Wdt Wc Wm Wd

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5) MASS RATIO

R = /

= ### / 49.427

= 3.33 > 3 ∴ O.K.

4. DYNAMIC ANALYSIS

4.1 VERTICAL EXCITATION

= B x L

= ( 4.50 x 7.50 ) / π

= 3.28 m

m = W / g

= 214.13 / 9.81

= 21.83

=( 1- υ ) W

4

=( 1 - 0.3 ) 214.13

4 1.80 x 3.28 3

Wc Wm

1) Equivalent Radius, (r0)

πr02

r0

2) Mass & mass moment of inertia, (m)

ton·sec2/m

3) Mass Ratio, (BZ)

BZ γ·r0

3

x

·

F102

SOIL POISSON'S RATIO

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= 0.59

① = 1 + 0.6 ( 1 - υ )h

, where ; h is the depth of foundation embedment below grade

= 1 + 0.6 ( 1 - 0.3 ) x ( 2.0 / 3.28 )

= 1.26

② =

= 1 + 1.9 ( 1 - 0.3 ) x ( 2.0 / 3.28 )

1.26

= 1.61

③ =0.425

=0.425

· 1.610.59

= 0.89

L / B = 7.50 / 4.50

4) Goemetric Damping, (DZ)

ηZr0

αZ

1 + 1.9 ( 1 - υ ) ( h / r0 )

ηZ

DZ · αZBZ

5) Spring constant coefficient, (βZ)

H114

Effective Depth

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= 1.67

= 2.15

(Rectangular Footing)

=G

( 1- υ )

=60700

· 2.15 x 4.50 x 7.50 x 1.26( 1 - 0.3 )

= 1.36E+06

=60

2π m

=60 1.36E+06

2π 21.83

= 2387.61 rpm

8) Resonance Frequency

= 2 x 0.89 2

= 1.58 > 1.0 Thus, Resonance not possible

βZ

6) Equivalent Spring constant, (kZ)

kZ · βZ B L · ηZ

ton/m

7) Natural Frequency, (fnz)

fnz

kz

2·DZ2

9) Magnification factor, (MZ)

E147

Shear Modulus

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① r =

= 61.8 / ( 2388 x 2π / 60 )

= 0.25

② =1

=1

( 1 - 0.25² )² + ( 2 x 0.89 x 0.25 )²

= 0.96 < 1.5 O.K.

Magnification factor should be less than 1.5 at resonance frequency.

4.2 HORIZONTAL EXCITATION

= B x L

= ( 4.50 x 7.50 ) / π

= 3.28 m

m = W / g

= 214.13 / 9.81

ω / ωn

MZ

( 1 - r² )² + ( 2 DZ·r )


πr02

r0

2) Mass & mass moment of inertia, (m)

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= 21.83

=7 - 8υ W

32 ( 1 - υ )

=7 - 8 x 0.3 214.13

32 ( 1 - 0.3 ) 1.80 x 3.28 3

= 0.69

① = 1 + 0.55 (2 - υ )h


= 1 + 0.55 ( 2 - 0.3 ) x ( 2.0 / 3.28 )

= 1.57

② =

= 1 + 1.9 ( 2 - 0.3 ) x ( 2.0 / 3.28 )

1.57

= 2.37

③ =0.288

ton·sec2/m

3) Mass Ratio, (Bx)

Bx γ·r0

3

4) Goemetric Damping, (Dx)

ηxr0

αx

1 + 1.9 ( 2 - υ ) ( h / r0 )

ηx

Dx · αxBx

x

·

F219


F220


H231

Effective Depth

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=0.288

· 2.370.69

= 0.82

L / B = 7.50 / 4.50

= 1.67

= 1.0


=

= 2 ( 1 + 0.3 ) x 60700 x 1.00 x 4.50 x 7.50 x 1.57

= 1.44E+06

=60

2π m

=60 1.44E+06

5) Spring constant coefficient, (βx)

βx

6) Equivalent Spring constant, (kx)

kx 2 ( 1+ υ ) G · βx B L · ηx

ton/m

7) Natural Frequency, (fnx)

fnx

kx

G264

Shear Modulus

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=2π 21.83

= 2452.13 rpm


= 2 x 0.82 2

= 1.34 > 1.0 Thus, Resonance not possible

① r =

= 61.8 / ( 2452.13 x 2π / 60 )

= 0.24

② =1

=1

( 1 - 0.24² )² + ( 2 x 0.82 x 0.24 )²

= 0.98 < 1.5 O.K.


4.3 ROCKING EXCITATION

2·Dx2

9) Magnification factor, (Mx)

ω / ωn

Mx

( 1 - r² )² + ( 2 Dx·r )

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= 7.50 x 4.50

= 2.92 m

49.427 / 9.81 x 4.415 2

= 98.21

### ( 4.50² + 2.0² )+

###x 1.00²

9.81 12 9.81

= 50.72

= 98.21 + 50.72

= 148.93

=3 ( 1 - υ )

where ; ρ is mass density ρ = 8

=3 ( 1 - 0.3 ) 148.93

8 0.18 x 2.92 5

= 1.00


r0 4 ( 3 ) / 3π

2) Mass & mass moment of inertia, (Iψ)

Iψ(MACHINE) =

ton·sec2·m

Iψ(FOOTING) =

ton·sec2·m

Iψ

ton·sec2·m

3) Mass Ratio, (Bψ)

Bψ

Iψ

ρ·r05

x

·

·

F341


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DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001



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① = 1 + 1.2 ( 1 - υ )h

+ 0.2 ( 2 - υ )


= 1 + 1.2 ( 1 - 0.3 ) x ( 2.0 / 2.92 )

+ 0.2 ( 2 - 0.3 ) x ( 2.0 / 2.92

= 1.68

② =

= 1 + 0.7 ( 1 - 0.3 ) x ( 2.0 / 2.92 ) +

0.6 ( 2 - 0.3 ) x ( 2.0 / 2.92 1.68

= 1.28

③ =

=0.15 x 1.28

( 1 + 1.68 x 1.00 ) ### 1.00 )

= 0.06

④ = 0.05 ( Internal Damping Ratio )

4) Goemetric Damping Ratio, (Dψ)

ηψ

h 3

r0 r0

) 3

αψ

1 + 0.7 ( 1 - υ ) ( h / r0 ) + 0.6 ( 2 - υ ) ( h / r0 )3

ηψ

)3 } /

Dψm

0.15 · αψ

( 1 + ηψBψ ) ηψBψ

Dψi

H355

Effective Depth

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DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001



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⑤ = 0.06 + 0.05

= 0.11

L / B = 4.50 / 7.50

= 0.6

= 0.46


=G

( 1- υ )

=60700

0.46 x 7.50 x 4.50² x 1.68( 1 - 0.3 )

= 1.02E+07

=60

2π

=60 1.02E+07

2π 148.93

Dψ

5) Spring constant coefficient, (βψ)

βψ

6) Equivalent Spring constant, (kψ)

kψ · βψ · B · L2 · ηψ

ton/m

7) Natural Frequency, (fnψ)

fnψ

kx

Iψ

x

E396

Shear Modulus

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= 2496.33 rpm


= 2 x 0.11 2

= 0.02 < 1.00 Thus, Resonance can occur in the rocking mode

=

=2496.33

( 1 - 2 x 0.11² )

= 2527.1 rpm

① r =

= 61.8 / ( 2496 x 2π / 60 )

= 0.24

② =1

=1

( 1 - 0.24² )² + ( 2 x 0.11 x 0.24 )²

2·Dψ2

frψ

fnψ

1 - 2Dψ²

9) Magnification factor, (Mψ)

ω / ωn

Mψ

( 1 - r² )² + ( 2 Dψ·r )

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= 1.06 < 1.5 O.K.


5. RESONANCE CHECK

1) VERTICAL ( z - Direction )

- RESONANCE FREQUENCY : There is no resonance frequency in the vertical mode.

2) HORIZONRAL ( x - Direction )

- RESONANCE FREQUENCY : There is no resonance frequency in the horizontal mode

3) ROCKING ( ψ - Direction )

- RESONANCE FREQUENCY : 2,527.1 rpm

- MACHINE FREQUENCY : 472 ~ 708 rpm (± 20% OF 590 )

∴ The acting frequency of the machine does not be within ± 20% of the resonance frequen

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6. SOIL BEARING CAPACITY CHECK

6.1 STATIC BEARING CAPACITY

The acting frequency of machine = 590 rpm

The natural frequency = 2387.61 rpm

THE SUM OF STATIC LOADS SHOULD NOT CREATE BEARING PRESSURES GREATER THAN

50% OF THE ALLOWABLE SOIL PRESSURE. (DUE TO THE HIGH-TUNED FOUNDATION SYSTEM)

( The acting frequency of machine < The natural frequency )

q =A

=214.13

Wst

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=4.50 × 7.50

= 6.34 < 0.5 × 15.00 = 7.50

Thus, area of Footing is O.K.

6.2 STATIC PLUS DYNAMIC BEARING CAPACITY

q =A

=273.53

4.50 × 7.50

= 8.10 < 0.75 × 15.00 = 11.25

Thus, area of Footing is O.K.

7. RE-BAR SKETCH

fc' = 280 fy = 4200

h = 230.0 cm d' = 7.5 cm

d = 222.5 cm b = 100.0 cm

- DIN CODE 4024 " MACHINE FOUNDATION"

USED REBAR : TOTAL 3936.6 kg

ton/m2 qa =

Wdt

ton/m2 qa =

kg/cm2 kg/cm2

THE MASS OF REINFORCEMENT BY BASE VALUE SHOULD BE LEAST EQUAL TO 30 kg/cm3

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∴ 3936.6 / ( 7.50 × 4.50 × 1.70

+ 7.50 × 2.50 × 0.60 ) = 57.4

57.4 > 30 ===> O.K.

( 0.0018 x b x h ) / 2

= ( 0.0018 x 100 x 230 ) / 2

= 20.70

Use : D25 @ 200

5.067 x 5EA = 25.34 > 20.70

Use : D25 @ 200 D25 @ 200

kg/m3

kg/m3 kg/m3

As(temperature) =

cm2

AS(use)= cm2 As(temperature) =

OF 35

DOC. NO. : SE-C-CS 00023.001

1.00

1.25

1.25

1.00

- ANALYSIS DESIGN PLAN -

2.30

OF 35

DOC. NO. : SE-C-CS 00023.001

- ANALYSIS SECTION -

OF 35

DOC. NO. : SE-C-CS 00023.001

γ

g

OF 35

DOC. NO. : SE-C-CS 00023.001

Thus, Resonance can occur in the rocking mode

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DOC. NO. : SE-C-CS 00023.001

There is no resonance frequency in the vertical mode.

There is no resonance frequency in the horizontal mode

(± 20% OF 590 )

The acting frequency of the machine does not be within ± 20% of the resonance frequen

OF 35

DOC. NO. : SE-C-CS 00023.001

Horizontal

THE SUM OF STATIC LOADS SHOULD NOT CREATE BEARING PRESSURES GREATER THAN

50% OF THE ALLOWABLE SOIL PRESSURE. (DUE TO THE HIGH-TUNED FOUNDATION SYSTEM)

OF 35

DOC. NO. : SE-C-CS 00023.001

ton/m2

ton/m2

OF 35

DOC. NO. : SE-C-CS 00023.001

cm2

se-c-cs 0023.001_03_3p-9171ads_as built

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