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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
CALCULATION SHEETSFOR
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
PAGE 3 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
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
PAGE 4 OF 35
DOC. NO. : SE-C-CS 00023.001
CONTENTS
PAGE 5 OF 35
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.
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
· STATIC BEARING CAPACITY
Linde Engineering
PAGE 6 OF 35
DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
- LOW-TUNED FOUNDATION SYSTEM ; OPERATING FREQUENCY > NATURAL FREQUENCY
THE SUM OF STATIC LOADS SHOULD NOT CREATE BEARING PRESSURES GREATER THAN 75%
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
PAGE 7 OF 35
DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
(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
PAGE 8 OF 35
DOC. NO. : SE-C-CS 00023.001
Y.C.KIM
- HIGH-TUNED FOUNDATION SYSTEM ; OPERATING FREQUENCY < NATURAL FREQUENCY
THE SUM OF STATIC LOADS SHOULD NOT CREATE BEARING PRESSURES GREATER THAN 50%
PAGE 9 OF 35
DOC. NO. : SE-C-CS 00023.001
- LOW-TUNED FOUNDATION SYSTEM ; OPERATING FREQUENCY > NATURAL FREQUENCY
THE SUM OF STATIC LOADS SHOULD NOT CREATE BEARING PRESSURES GREATER THAN 75%
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
PAGE 10 OF 35
DOC. NO. : SE-C-CS 00023.001
ton
rpm
ton
ton/m2
PAGE 11 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
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
C.G. OF MACHINERY AND EQUIPMENT
PAGE 12 OF 35
DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
- 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
PAGE 13 OF 35
DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
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
·
PAGE 14 OF 35
DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
= 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)
PAGE 15 OF 35
DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
= 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)
PAGE 16 OF 35
DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
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 )
1) Equivalent Radius, (r0)
πr02
r0
2) Mass & mass moment of inertia, (m)
PAGE 17 OF 35
DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
= 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
, where ; h is the depth of foundation embedment below grade
= 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
·
PAGE 18 OF 35
DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
=0.288
· 2.370.69
= 0.82
L / B = 7.50 / 4.50
= 1.67
= 1.0
(Rectangular Footing)
=
= 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
PAGE 19 OF 35
DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
=2π 21.83
= 2452.13 rpm
8) Resonance Frequency
= 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.
Magnification factor should be less than 1.5 at resonance frequency.
4.3 ROCKING EXCITATION
2·Dx2
9) Magnification factor, (Mx)
ω / ωn
Mx
( 1 - r² )² + ( 2 Dx·r )
PAGE 20 OF 35
DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
= 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
1) Equivalent Radius, (r0)
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
·
·
PAGE 21 OF 35
DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
① = 1 + 1.2 ( 1 - υ )h
+ 0.2 ( 2 - υ )
, where ; h is the depth of foundation embedment below grade
= 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
PAGE 22 OF 35
DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
⑤ = 0.06 + 0.05
= 0.11
L / B = 4.50 / 7.50
= 0.6
= 0.46
(Rectangular Footing)
=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
PAGE 23 OF 35
DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
= 2496.33 rpm
8) Resonance Frequency
= 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 )
PAGE 24 OF 35
DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
= 1.06 < 1.5 O.K.
Magnification factor should be less than 1.5 at resonance frequency.
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
PAGE 25 OF 35
DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
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
PAGE 26 OF 35
DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
=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
PAGE 27 OF 35
DATE : 14.07.06 DOC. NO. : SE-C-CS 00023.001
CALCULATION SHEETSFOR
3P-9171A~D/S FOUNDATION
Linde Engineering
∴ 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) =
PAGE 28 OF 35
DOC. NO. : SE-C-CS 00023.001
1.00
1.25
1.25
1.00
- ANALYSIS DESIGN PLAN -
2.30
PAGE 29 OF 35
DOC. NO. : SE-C-CS 00023.001
- ANALYSIS SECTION -
PAGE 30 OF 35
DOC. NO. : SE-C-CS 00023.001
γ
g
PAGE 31 OF 35
DOC. NO. : SE-C-CS 00023.001
Thus, Resonance can occur in the rocking mode
PAGE 32 OF 35
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
PAGE 33 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)
PAGE 34 OF 35
DOC. NO. : SE-C-CS 00023.001
ton/m2
ton/m2
PAGE 35 OF 35
DOC. NO. : SE-C-CS 00023.001
cm2