LG001 Csa Cal 026
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#REF!
437256598.xls
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Project Name : Main Contractor :
LUWUK GAS ENGINE POWER PLANT 40 MW
Client Name :
PT PLN INDONESIA
REVISION REVISION
SHEET SHEET
1 1
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Project Name : Main Contractor :
LUWUK GAS ENGINE POWER PLANT 40 MW
Client Name :
PT PLN INDONESIA
REVISION SUMMARY
TABLE OF CONTENTS
Table of Contents 1
Page 1
Project Name : Main Contractor :
LUWUK GAS ENGINE POWER PLANT 40 MW
Client Name :
PT PLN INDONESIA
7.0 ANCHOR BOLT DESIGN 25
8.0 SETTLEMENT CALCULATION 25
9.0 CONCLUSION 26
ATTACHMENT
A. EQUIPMENT PROPERTIES
B. VENDOR DATA
C. CENTER OF GRAVITY CALCULATION
D. TRANSFORMER 34/41 MVA FOUNDATION PLAN, SECTION AND PILING LAYOUT DRAWING
E. SOIL INVESTIGATION
Page 2
Project Name : Main Contractor :
LUWUK GAS ENGINE POWER PLANT 40 MW
Client Name :
PT PLN INDONESIA
1. GENERAL PARAMETER
1.1 Scope
This document covers the calculation of Transformer 22/27 MVA Foundation for LUWUK GAS ENGINE POWER
PLANT 40 MW
6. O'Neill, Michael W., "Design of Structures and Foundation for Vibrating Machines" Gulf
Publishing Company, 1984
7. Braja M Das, "Principles of Soil Dynamic", PWS-Kent, 1993.
8. Shamser Prakash, "Pile Foundation in Engineering Practice",
9. Soil Investigation Report GEPP 40 MW PROJECT.
1.3 Units
All Units are in SI Unit, Unless Noted Otherwise
Page 3
Project Name : Main Contractor :
LUWUK GAS ENGINE POWER PLANT 40 MW
Client Name :
PT PLN INDONESIA
Anchor Bolts ASTM A307-04 grade C or JIS G 3101 SS 41 or
equivalent (shall be hot dipped galvanized comply to ASTM
A153 M Class C), ASTM A563 Gr A (Nuts), ASTM F436
(washer))
Fy_a Yield strength for achor bolt (33 Ksi) 228 MPa
Ft_a All' tensile for achor bolt (0.6 x Fy_a) 137.3 MPa
Fv_a All' shear for achor bolt (0.3 x Fy_a) 68.6 MPa
Page 4
Project Name : Main Contractor :
LUWUK GAS ENGINE POWER PLANT 40 MW
Client Name :
PT PLN INDONESIA
1.6 Pile Foundation Capacity
Pile material = SPUN pile
Quality of concrete = 600 kg/cm2
Spun Pile = 400 mm
Pile length = 6 m
modulus elastic = 330000 kg/cm2
(Refer to attachment F for detail)
Single pile net. capacity for BH-04 SPUN Soil Invest (Ref. 3 )
Condition Qcomp Qtens Qlat
( kN ) ( kN ) ( kN )
Allowable Capacity :
E= 1 - q (n-1)m + (m-1)n
90 m n
q = arc tan (D/S)
m= number row of pile
n= number column of pile
E= Effieciency
E= 1 - Arctan(400 / 1500) x ((3 - 1) x 2) + (2 - 1) x 3))/(90 x 2 x 3)
E= 0.8064
Group pile net capacity for BH-04 SPUN 400 mm:
with Group Pile Effeciency = 0.8064
( kN ) ( kN ) ( kN )
Allowable Capacity :
Permanent 593.45 356.07 50.09
Temporary, increase 33% 789.29 462.89 65.11
1.7 Abbreviation
D : Foundation weight
E€ : Empty weight
E(O) : Operating weight
E(T) : Hydrostatic Test Weight
LC 1 : factored load combination
LC 2 : unfactored load combination
L : Length of equipment
B : Width of equipment
Lf : Length of footing
Bf : Width of footing
tf : Thickness of footing
Page 5
Project Name : Main Contractor :
LUWUK GAS ENGINE POWER PLANT 40 MW
Client Name :
PT PLN INDONESIA
Vol_f : Footing volume
F_f : Footing weight
Vol_fp : Concrete volume
F_fp : Concrete weight
Wx : Wind force in X dir.
Wy : Wind force in Y dir.
Eqex : Base shear in empty cond' in X dir.
EQey : Base shear in empty cond' in Y dir.
EQox : Base shear in operating cond' in X dir.
EQoy : Base shear in operating cond' in Y dir.
Mwx : Moment due to wind load in X dir.
Mwy : Moment due to wind load in Y dir.
Mqex : Moment due to EQ in empty cond' in X dir.
Mqey : Moment due to EQ in empty cond' in Y dir.
Mqox : Moment due to EQ in operating cond' in X dir.
Mqoy : Moment due to EQ in operating cond' in Y dir.
P : Axial Force from Load Combination
M : Moment Force from Load Combination
H : Lateral Force from Load Combination
Fv : Axial Reaction of Pile, (+) compression, (-) tension
Fh : Lateral Reaction of Pile
Mu : Maximum factored moment
c : Concrete cover
Drebar : Rebar diameter designed
df : Footing effective depth
b1 : Block stress depth factor
Ru : Coefficient of resistance
rreq : Required reinforcement ratio
rb : Balanced reinforcement ratio
rmax : Maximum reinforcement ratio
rmin : Minimum reinforcement ratio
As req : Total area of rebar required
As : Total area of rebar
nr : Number of rebar
s : Rebar spacing
w : Crack width
Ar : Area of Imaginary raft
p : Load per unit area
m : Poisson ratio
E : Young Modulus
Ip : Influence Factor
1.8 Abbreviation
- Unfactored loading combination is used for checking the axial and horizontal capacity of pile foundation.
- Stability due to overturning moment is checked based on the axial and horizontal capacity of pile.
- Factored loading combination is subsequently used for reinforced concrete design.
Page 6
Project Name : Main Contractor :
LUWUK GAS ENGINE POWER PLANT 40 MW
Client Name :
PT PLN INDONESIA
2. DESIGN LOADING
Mechanical Data :
Type of machine = Transformer
Total Equipment (empty include skid) = 55000.00 kg
Total Equipment (Operating) = 26500.00 kg
CL
Equipment Centerline
Ground
Picture 3.1
Equipment height for wind load coefficient determination.
where,
Kz = 0.85 unitless
Coefficient of velocity pressure exposure
Kzt Topographic factor = 1.00 unitless
Kd Wind directionality factor = 0.90 unitless
V Basic Wind Speed = 33.33 m/s
I Importance factor = 1.15 unitless
CL
Equipment Centerline
H z
Baseplate
Ground hb
Picture 3.2
Equipment height for earthquake load coefficient determination.
(Att.B)
(Att.B)
(Ref.2)
(Ref.3)
(Ref.3)
(Ref. 3)
(Ref.3)
(Ref.3)
(Ref.3)
(Ref.3)
(Ref.3)
(Ref.3)
(Ref.3)
(Ref.3)
Project Name : Main Contractor :
LUWUK GAS ENGINE POWER PLANT 40 MW
Client Name :
PT PLN INDONESIA
3. LOAD COMBINATION (LC)
1.0m
3.50 m
Bf 1.5m
1.0m
Y
1.0m 1.5m 1.5m 1.0m
Lf X
5.00 m
(a)
tf= 0.60 m
Pile Coordinate
Distance pile to edge in X direction = 1.00 m
Pile nos in X = 4.00 ea
Distance pile to pile in X direction = 1.50 m >= 1.20 m OK
Distance pile to edge in Y direction = 1.00 m
Pile nos in Y = 2.00 ea
Distance pile to pile in Y direction = 1.50 m >= 1.20 m OK
Use Pile : Spun = 400 mm
Length = 6.0 m
Total nos = 6 ea
pile weight
= n*Lpi*Wpi = 39.91 kN
Project Name : Main Contractor :
LUWUK GAS ENGINE POWER PLANT 40 MW
Client Name :
PT PLN INDONESIA
4.4. Loading Data
4.4.1 Dead Load (D)
Foundation weight = 247.17 kN
Equipment Centerline
hw/2
W hw z
hw/2
Footing zw
b.o.b
hb
Ground
(… b.o.b = bottom of base plate)
Picture 5.3
Scheme of center of gravity of equipment in wind condition.
Vem
z
Vop
zqo zqe
Footing b.o.b
hb
Ground
Picture 5.4
Scheme of center of gravity of equipment in earthquake condition.
V Hx Hy My Mx
Load
(KN) (KN) (KN) (KN.m) (KN.m)
D 247.17
E(E) 539.55
E(O) 259.97
E(T) 259.97
WX 8.13 48.15
WY 14.86 26.33
EQ(E)-X 223.26 723.26
EQ(E)-Y 223.26 723.26
EQ(O)-X 107.57 348.5
EQ(O)-Y 107.57 348.5
Vertical Motion
Symbol Description Value Unit Remarks
fz1 Novak and Grigg's stiffness factor 0.067 unitless Ref. 7. Fiq. 11.6
Ep/G 557.57 unitless
Lpi/R 30.00 unitless
fz2 Novak's damping factor 0.040 unitless Ref. 7. Fiq. 11.7
Ep/G 557.57 unitless
Lpi/R 30.00 unitless
kz 1 effective spring constant = (Ep*A/R)*fz1 119,427.1 kip/ft Ref. 6. Eq. 5.5
Cz 2 effective damping constant = (Ep*A/vs)*fz2 74.73 kip-sec/ft Ref. 6. Eq. 5.6
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Foundation Design for Lean Gas Compressor Package (01-K-2301) A/B
P1 P2 P3 P4 P5 P6
BPC
2.2
X
SY
SX
LPC
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Foundation Design for Lean Gas Compressor Package (01-K-2301) A/B
mc total mass 3.82 kip-sec2/ft
Dzg equivalent geometric damping ratio 0.14 unitless
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Foundation Design for Lean Gas Compressor Package (01-K-2301) A/B
= Scz1/2*(Skz1*mc)^0.5
ωn undamped natural frequency = (kzg/mc)^0.5 203.59 rad/sec Ref. 7. Eq. 11.22
fn undamped natural frequency = ωn/ 2p 32.40 Hz
fn undamped natural frequency = 60*ωn/2p 1944.11 rpm Ref. 7. Eq. 11.23
fmr resonance frequency 1980.83 rpm Ref. 7. Eq. 11.25
= fn/(1-2Dzg^2)^0.5 33.01 Hz
f/fmr 0.38 unitless OK, <0.7 or >1.4
m1 mass of motor 0.19 kip-sec2/ft
mi total rotating mass 0.19 kip-sec2/ft
Conclusion :
1. Resonance on the foundation shall be avoided and the natural frequency shall be within the limits as
specified. f/fmr < 0.7 or f/fmr>1.4 (f/mr = 0.38).
2. Amplitude of vibration at resonance
Azr = 0.36373 in
From figure 3-3 ref 6. this amplitude is within the safe allowable limits.
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Foundation Design for Lean Gas Compressor Package (01-K-2301) A/B
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Foundation Design for Lean Gas Compressor Package (01-K-2301) A/B
4. Resonance. The acting of the machine should have at least a difference of 20 % with the resonance
frequency. There is no resonance frequency in the vertical mode.
fmr = 1980.83 rpm > 900.00 rpm (80% f) OK
Horizontal Motion
Symbol Description Value Unit Remarks
fx1 Novak's stiffness factor 0.0425 Ref. 7. Table 11.1
μ 0.40 unitless
Ep/G 557.57 unitless
fx2 Novak's stiffness factor 0.1029 Ref. 7. Table 11.1
μ 0.40 unitless
Ep/G ` unitless
kx1 effective spring constant = (Ep*Ip/R^3)*fx1 25,272.1 kip/ft Ref. 6. Eq. 5.12
Cx1 effective damping constant 64.07 kip-sec/ft Ref. 6. Eq. 5.13
= (Ep*Ip/R^2*vs)*fx2
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South Sumatra NGL Project
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Foundation Design for Lean Gas Compressor Package (01-K-2301) A/B
Stiffness and Damping for Pile Group and Pilecap
Symbol Description Value Unit Remarks
αr Interaction Factor (Reference Pile 1) Ref. 7. Fig. 11.14
Pile 1 β= 0 S/2R = 0.00 0.80 unitless
Pile 2 β= 0 S/2R = 3.75 - unitless
Pile 3 β= 0 S/2R = 7.50 - unitless
Pile 4 β= 0 S/2R = 11.25 unitless
Pile 5 β= 0 S/2R = 15.00 - unitless
Pile 6 β= 0 S/2R = 18.75 - unitless
Pile 7 β= 90 S/2R = 3.75 - unitless
Pile 8 β= 45 S/2R = 2.39 - unitless
Pile 9 β = 26.6 S/2R = 2.93 - unitless
Pile 10 β = 18.4 S/2R = 3.38 - unitless
Pile 11 β= 14 S/2R = 3.78 - unitless
Pile 12 β = 11.3 S/2R = 4.14 - unitless
Sαr summary 0.80 unitless
Sx1 frequency independent constant 4.10 unitless Ref. 6. Table 5-1
Sx2 frequency independent constant 10.60 unitless Ref. 6. Table 5-1
kxf footing stiffness constant = G*h*Sx1 7,372.69 kips/ft Ref. 6. Eq. 5-16
Cx f
footing damping constant 235.22 kip-sec/ft Ref. 6. Eq. 5-17
= h*Rf*(Gs*γ/g)^0.5*Sx2
Skx1 = npile * kx1 151632.87 kip/ft
SCx1 = npile * Cx1 384.43 kip/ft
kxg group spring constant = (Skx1/Sαr) 189541.08 kip-sec/ft Ref. 6. Eq. 5-14
Cx g
group damping constant 493.87 kip-sec/ft
= (SCx1/(Sαr)^0.5)+Cxf
mc total mass 3.82 kip-sec2/ft
Dxg equivalent geometric damping ratio 0.28 unitless Ref. 6. Eg. 5.15
= Scx1/2*(Skx1*mc)^0.5*(SαL)^0.5
ωn undamped natural frequency = (kxg/mc)^0.5 222.78 rad/sec Ref. 7. Eq. 11.22
fn undamped natural frequency = 60*ωn/2p 2127.35 rpm Ref. 7. Eq. 11.23
fn undamped natural frequency = ωn/2p 35.46 Hz
fmr resonance frequency 2320.43 rpm Ref. 7. Eq. 11.25
= fn/(1-2Dxg^2)^0.5 38.67 Hz
f/fmr 0.32 unitless OK, <0.7 or >1.4
Axr amplitude of vibration at resonance 1.50E-02 ft Ref. 7. Eq. 11.27
= ((mi*e)/mc)*(1/(2Dxg*(1-Dxg^2)^0.5)) 0.18028 inch
Axr amplitude of vibration at frequency other 1.06E-03 ft Ref. 7. Eq. 11.29
than resonance 0.01275 inch
={(mi*e/mc)*(ω/ωn)^2}/{((1-(ω^2/ωn^2)^2)+(4*Dxg2*(ω^2/ωn^2)))^0.5}
Conclusion :
1. Resonance on the foundation shall be avoided and the natural frequency shall be within the limits as
specified. f/fmr < 0.7 or f/fmr>1.4 (f/mr = 0.32).
2. Amplitude of vibration at resonance
Azr = 0.18028 in
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South Sumatra NGL Project
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Foundation Design for Lean Gas Compressor Package (01-K-2301) A/B
From figure 3-3 Ref 6. this amplitude is within the safe allowable limits.
4. Resonance. The acting of the machine should have at least a difference of 20 % with the resonance
frequency. There is no resonance frequency in the Horizontal mode.
fmr = 2320.43 rpm > 900.00 rpm (80% f) OK
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437256598.xls Page 31 of 35
Project Name : Main Contractor :
LUWUK GAS ENGINE POWER PLANT 40 MW
Client Name :
PT PLN INDONESIA
5. PILING DESIGN
1.0m
1.5m
Bf = 3.5m X
1.0m
Y
1.0m 1.5m 1.5m 1.0m
X
Lf = 5.0 m
P My Mx
F v max
S n Zpx Zpy
P My Mx
F v min
S n Zpx Zpy
V
H
Sn
P = Axial Force from Load Combination (kN)
M = Moment Force from Load Combination (kNm)
V = Lateral Force from Load Combination (kN)
H = Lateral Force from Load Combination Each Pile (kN)
Fv = Axial Reaction of Pile, (+) compression, (-) tension (kN)
Fh = Lateral Reaction of Pile = H (kN)
Zp = Modulus shape of pile foundation (m)
Check
Fv-xmax Fv-ymax Fv-xmin Fv-ymin Allowable
LC Result
Ratio
Qcomp Qcomp Qcomp Qcomp
2-1 0.22 0.22 0.22 0.22 1.00 < 1 …OK
2-2 0.18 0.17 0.16 0.17 1.00 < 1 …OK
2-3 0.17 0.17 0.16 0.17 1.00 < 1 …OK
2-4 0.36 0.22 0.08 0.22 1.00 < 1 …OK
2-27 0.14 0.09 0.05 0.09 1.00 < 1 …OK
2-28 0.10 0.09 0.09 0.09 1.00 < 1 …OK
2-29 0.09 0.09 0.10 0.09 1.00 < 1 …OK
2-30 0.06 0.12 0.19 0.12 1.00 < 1 …OK
Project Name : Main Contractor :
LUWUK GAS ENGINE POWER PLANT 40 MW
Client Name :
PT PLN INDONESIA
Single Pile Lateral Capacity Check:
LC Fh-x Fh-y Check Allowable
Result
(kN) (kN) Fh-x /Qlat Fh-y/Qlat Ratio
2-1 0.00 0.00 0.00 0.00 1.00 < 1 …OK
2-2 1.35 0.00 0.02 0.00 1.00 < 1 …OK
2-3 0.00 2.48 0.00 0.04 1.00 < 1 …OK
2-4 26.05 0.00 0.52 0.00 1.00 < 1 …OK
2-27 0.00 0.00 0.00 0.00 1.00 < 1 …OK
2-28 0.00 0.00 0.00 0.00 1.00 < 1 …OK
2-29 0.00 0.00 0.00 0.00 1.00 < 1 …OK
2-30 0.00 0.00 0.00 0.00 1.00 < 1 …OK
Project Name : Main Contractor :
LUWUK GAS ENGINE POWER PLANT 40 MW
Client Name :
PT PLN INDONESIA
6. CONCRETE PILECAP REINFORCEMENT DESIGN
6.1 General
6.1.1 Foundation Specification
Concrete
fc' Compressive strength for structural concrete 30.0 MPa sect. 2.4
fc' Compressive strength for leveling concrete 14 MPa sect. 2.4
Reinforcing Steel Bar
fy Min. yield strength for deformed bar 400 MPa sect. 2.4
P1 P2 P3
yo x
1.5 m
P4 P5 P6
Mid Span 1
Span = 1,100 mm
1.1 m
xo
Uniform Load
Maximum axial force due to factored load combination:
P = 1101.41 kN
Area load due to factored axial force :
Pa = P / (xo*yo) = 1101.41 / (3 * 2.5)
= 146.85 kN/m2
Load along span with 1 m width
qu = Pa * width = 146.85 * 1
= 146.85 kN/m
Ultimate Moment
Span considered as pinned at both end
Ult. Moment (Mu) = = 1/8 x qu x Span2
= 22.21 kNm
Project Name : Main Contractor :
LUWUK GAS ENGINE POWER PLANT 40 MW
Client Name :
PT PLN INDONESIA
6.2.2 Bending Moment y direction (Mx)
y
P1 P2 P3
x
1,1 m
P4 P5
Mid Span 2
P6
Span = 1100.00 mm
Width = 1500.00 mm
1,5 m
Fig. 8.2 Critical Moment Strip Considered (in y direction)
Ultimate Moment
Span considered as pinned at both end
Ult. Moment (Mu) = = 1/8 x qu x Span2
22.21 kN.m
f Vc / Ac = 0.75 x Öfc' x 2 / 12
= 0.75 x 30^0.5 x 2/12
= 0.68 Mpa
Vu1 max / Ac = 0.39 Mpa < 0.68 Mpa (ok)
( No shear reinforcement needed )
2 dc
W
sect. 2.4
sect. 2.4
sect. 2.4
(Mx and My govern)
< ρmax, OK
w < 0.33 mm, Ok..
Project Name : Main Contractor :
LUWUK GAS ENGINE POWER PLANT 40 MW
Client Name :
PT PLN INDONESIA
7. ANCHOR BOLT DESIGN
Number of bolt required and configuration has to be confirmed with mechanical requirement. Anchor Bolt Design
by Vendor.
8. SETTLEMENT CALCULATION
The settlement of pile group with average depth of 6 m was analyzed using elastic half-space theory proposed
by Timoshenko and Goodier (1951) and Poulos and Davis (1980) as shown below.
Imaginary raft at the depth of 2/3 the length of pile was assumed with load spreading of
4v : 1h. The settlement were estimated below.
4
p
B raft
V = 799.5 kN
B raft = 5.00 m
Area of Imaginary raft (Ar) = 25.00 m2
Load per unit area, p = V/Ar = 31.981 kPa
Poisson ratio, µ = 0.25
Young Modulus, E = 330000 kPa
Influence Factor, Ip = 0.85
1 2
Elastic Settlement, i p .B . Ip = 0.00038613
E
= 0.39
Check Settlement < 25 mm ….OK
Project Name : Main Contractor :
LUWUK GAS ENGINE POWER PLANT 40 MW
Client Name :
PT PLN INDONESIA
9. CONCLUSION
- Summary of Pile Design
The following table summarizes the design result of piling foundation in governing cases
Maximum
Description Forces Capacity Load Remarks
- Footing shall be 5000 mm x 3500 mm with height 600 mm, D16-200 mm flexural reinforcement.
mm
arizes the design result of piling foundation in governing cases
Remarks
ok
ok
ok
ok
0.7m
Bf 1.8m
X
0.7m
Y
0.7m 2.275m 2.275m 2.275m 2.275m 0.7m
Lf 10.5m X
(a)
tf=1.8.8
(b)
Picture 10.1
Typical plan of footing.
(a) top view.
(b) side view.
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Picture 10.2
Typical of footing reinforcement.
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Footing
Lf Length of footing 5.00 m
Bf Width of footing 3.50 m
tf Thickness of footing 0.60 m
Concrete MTO
Vol_fp Concrete volume 10.50 m3
F_fp Concrete weight 247.17 kN
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ATTACHMENT A
SOIL PROPERTIES
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ATTACHMENT B
EQUIPMENT PROPERTIES
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ATTACHMENT C
CENTER OF GRAVITY CALCULATION
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ATTACHMENT D
SHEAR CRITICAL SECTION
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ATTACHMENT E
ANCHOR BOLT DESIGN
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ATTACHMENT F
CONCRETE SPUN PILE REFERENCE
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ATTACHMENT G
FOUNDATION PLAN AND PILING LAYOUT DRAWING
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ATTACHMENT A
SOIL PROPERTIES
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ATTACHMENT B
UIPMENT PROPERTIES
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ATTACHMENT C
OF GRAVITY CALCULATION
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ATTACHMENT D
EAR CRITICAL SECTION
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ATTACHMENT E
NCHOR BOLT DESIGN
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ATTACHMENT F
ETE SPUN PILE REFERENCE
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ATTACHMENT G
LAN AND PILING LAYOUT DRAWING
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Ultimate compression capacities of piles, Qcom (kN) at Extraction & SKG-10 for various pile length (m)
based on NSPT are presented in the table below :
Allowable compression capacities of piles, Qcom (ton) at Extraction & SKG-10 for various pile length (m)
based on NSPT are presented in the table below : with SF= 3
Ultimate compression capacities of piles, Qcom (kN) at Extraction & SKG-10 for various pile length (m)
based on NSPT are presented in the table below :
Allowable compression capacities of piles, Qcom (ton) at Extraction & SKG-10 for various pile length (m)
based on NSPT are presented in the table below : with SF= 3
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Foundation Design for Feed Gas Compressor Package (01-K-2101) A/B
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Foundation Design for Feed Gas Compressor Package (01-K-2101) A/B
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Foundation Design for Feed Gas Compressor Package (01-K-2101) A/B
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Foundation Design for Feed Gas Compressor Package (01-K-2101) A/B
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Project Name : Main Contractor :
LUWUK GAS ENGINE POWER PLANT 40 MW
Client Name :
PT PLN INDONESIA
A. Equipment Properties
zb
hb
Picture B.1
Equipment dimension.
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(Att B.2)
(Att B.2)
(Att B.2)
Picture B.1
Equipment dimension.
(Att B.2)
(Att B.2)
(Att B.2)
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South Sumatra NGL Project
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Foundation Design for Feed Gas Compressor Package (01-K-2101) A/B
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B.2 Vendor Data and Drawing
Project Name : Main Contractor :
LUWUK GAS ENGINE POWER PLANT 40 MW
Client Name :
PT PLN INDONESIA
C. Equipment Center of Gravity
CL
Equipment Centerline
Vem
zb z
Vop
zqo zqe
b.o.b
Footing hb
Ground
(… b.o.b = bottom of base plate)
Picture C.1
Center of gravity of equipment scheme.
where,
zb Height equipment above base plate = 5279.0 mm
z Height equipment above ground level = 5429.0 mm
hb Height bottom of BP above ground lev. = 0.15 m
tf Thickness of footing = 600.0 mm
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South Sumatra NGL Project
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Foundation Design for Feed Gas Compressor Package (01-K-2101) A/B
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437256598.xls (Attachment D) Page 2 of 89
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S3
P1 P2 P3
S2
Ly
P4 P5 P6 y1
S4
Lx
x1
Fig. D.1a One Way Slab Action Fig. D.1b Free Body Diagram
Plan
Fig E.1b show free body diagram at the end of the beam. Ref 3 section 11.1.3.1 state that section located
less then d (effective beam depth) shall be permitted to be designed for the same shear as computed at
distance d. In that case, some critical section shall need not to be considered if equipment load are in side
the critical line example:
Where d = 542 mm
Spun = 400 mm
Lf = 5000 mm
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Bf = 3500 mm
Lx = 1500 mm (distance pile to pile in x direction)
Ly = 1500 mm (distance of pile to pile/mid span)
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d P1 P2 P3
Spun pile
d/2
cb
P4 P5 P6
Pile
Pseudocritical
section
Section at Edge Pilecap
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Since there 3 type of pile applied, that is corner, edge and interior pile, the most critical type,
corner pile, will govern
Vc = k x fc'^0.5 x bo x d
3. 4/12 = 0.33
kused = 0.33
where :
Vc = shear strength provide by concrete
bc = ratio of long side to short side of pile or load (1 for circle area) = 1
as = constant, (20 for corner, 30 for edge, 40 for interior pile) = 20
d= Effective depth of footing 542 mm
de = edge pile to edge pilecap distance = 1200 mm
bo = Length of punching shear critical area = p(Dp + d) * as/40 = 2108.01 mm
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0.576m
Bf
X
2m
0.576m
Lf 5m
*distances of anchor bolts follow vendor drawing Note : This sketch is for
illustration purpose only,
please refer to civil drawing.
Anchor Bolt ASTM A 307:
db = 5/8 in
= 16.00 mm
Ab = 201 mm2
Ft = 137.30 MPa
Fv = 68.6 MPa
n = 6.00 ea
min distance to edge (E) = 150 mm
min bolt pitch (F) = 57 mm
min bolt embedment (Le) = 480 mm
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To determine anchor bolt axial and horizontal forces, the formula below shall be used:
- Anchor bolt axial force due to axial and momen about X axis
My
Zpy
- Anchor bolt axial force due to axial and momen about Z axis
Py
Anchor bolt axial force due to unfactored load combination axial and moment
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Px (kN) Pz (kN)
Load Combination
Max Min Max Min
2-1 131.12 131.12 131.1 131.1
2-2 131.12 131.12 172.9 89.3
2-3 140.05 122.19 131.1 131.1
2-4 131.12 131.12 570.6 -308.4
2-27 156.43 -9.04 164.4 -17.1
2-28 156.43 -9.04 -17.1 164.4
2-29 -9.04 156.43 164.4 -17.1
2-30 -9.04 156.43 -17.1 164.4
There is tension, so bolt shall be designed to resist tension and horizontal forces.
H max = 26.05 kN
Bolt shear capacity = Ab x Fv
= 201.06 x 68.6
= 13.7927 kN
Shear SF = 0.52953 < 1…Not OK
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