Boiler Foundation (3)

LIST OF CONTENT

Pages I. GENERA GENERAL L I.1. I.2. I.3. I.4.

SCOPE OF WORK CODE AND STANDARD MATERIAL APPLIED SOFTWARE

II. DESIGN DESIGN FOUNDATION FOUNDATION II.1. MODEL OF BOILER FOUNDATION II.2. LOADING II.3. FOUNDATION DESIGN II.4. CHECKING SETTLEMENT

ATTACHMENT

- Attachment 1

SOIL DATA FOR BH 1

4 4 4 4

4 4 5 6

I.

GENERAL

I.1. SCOPE OF WORK This document presents design for Boiler Foundation of PLTU Sintang 3 x 7 MW, Indonesia. I.2. CODE AND STANDARD General code and standard - ACI 318-99 American Concrete Institute - SNI 03-1726- 2002 Standard of Seismic Resistant Design for Building's Structure - Soil Investigation Report and recommendation of PLTU Sintang I.3. MATERIAL - Concrete fc' - Reinforcement ASTM BJTD 40 - Specific gravity of reinf. Concrete - Specific gravity of soil

25.00 MPa fy = (γc) = (γs) =

390.00 MPa 2400.00 kg/m3 1800.00 kg/m3

250.00 kg/cm2 E =

200000.00 MPa

I.4. APPLIED SOFTWARE - Microsoft Excell - Etabs - Plaxis 8.2 II.

DESIGN FOUNDATION

II.1. MODEL OF BOILER FOUNDATION

COLUMN 2

II.2. LOADING Based on Data Output Etabs Calculation used Maximum Load TEMPORARY LOAD DL+LL+R+E Story Point Load BASE 1 COMB20 BASE 1 COMB21 BASE 1 COMB22 BASE 1 COMB23 BASE 2 COMB20

FX 104.7 32.29 134.67 -23.36 -116.15

FY -122.26 -274.19 -97.73 -319.75 -169.58

FZ 384.75 627.62 350.42 691.37 171.95

MX -386.169 -256.399 -467.876 -104.658 -216.583

MY 139.457 -79.677 208.695 -208.261 -238.235

MZ 56.894 85.467 56.494 86.211 61.37

Pile Cap P3 P3 P3 P3 P3

BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE

2 2 2 3 3 3 3 4 4 4 4 5 5 5 5 6 6 6 6 7 7 7 7 8 8 8 8 9 9 9 9 10 10 10 10

COMB21 COMB22 COMB23 COMB20 COMB21 COMB22 COMB23 COMB20 COMB21 COMB22 COMB23 COMB20 COMB21 COMB22 COMB23 COMB20 COMB21 COMB22 COMB23 COMB20 COMB21 COMB22 COMB23 COMB20 COMB21 COMB22 COMB23 COMB20 COMB21 COMB22 COMB23 COMB20 COMB21 COMB22 COMB23

-213.54 -106.07 -232.25 -45.93 -131.19 -30.23 -160.33 -30.09 -121.11 -12.65 -153.49 200.56 170.43 231.15 113.62 12.66 -37.14 25.86 -61.66 109.78 74.12 131.18 34.38 140.04 101.49 163.96 57.07 -4.4 -28.07 0.62 -37.4 35 24.46 41.28 12.79

-39.88 -216.2 46.69 119.04 147.82 131.37 124.92 19.02 20.24 24.54 9.99 -86.47 -239.78 -61.52 -286.12 -111.31 19.81 -158.39 107.24 191.36 219.87 203.79 196.8 49.71 50.92 55.23 40.66 -29.23 -33.49 -29.79 -32.45 -7.96 -12.23 -8.52 -11.2

-9.47 198.83 -59.39 1163 1251.47 1224.91 1136.5 1148.41 1030.54 1266.32 811.57 969.93 1433.24 952.97 1464.73 1905.34 1628.36 2159.88 1155.64 1333.03 1408.07 1418.98 1248.44 1161.22 1044.63 1284.4 815.85 257.34 144.53 294.84 74.9 366.35 302.34 409.48 222.24

-515.317 -179.279 -584.597 -557.155 -648.22 -611.599 -547.11 -85.827 -95.178 -102.413 -64.376 -446.039 -313.903 -528.463 -160.83 -314.52 -615.68 -276.427 -686.424 -676.831 -767.352 -731.462 -665.893 -124.134 -133.475 -140.728 -102.658 71.847 80.873 72.148 80.315 36.903 45.937 37.197 45.391

-499.324 -203.182 -564.422 -118.101 -356.688 -73.853 -438.864 -87.889 -334.587 -40.704 -422.217 461.046 369.609 535.901 230.592 140.514 15.702 185.672 -68.163 304.965 204.608 363.888 95.18 352.926 247.018 415.894 130.079 -17.169 -80.822 -4.197 -104.912 89.351 61.348 105.741 30.908

II.3. FOUNDATION DESIGN a.

b.

Soil Bearing Capacity Data from Bor Log BH 1 N-SPT = 24 qc = 140 qall

=

qc / 20

qall

=

7 700

Data from Etabs Calculation Mx = 528.463 My = 535.901 Ix = 10.67 Iy = 2.67 X = 1.00 Y = 2.00

( Stift Clay) kg/cm2

kg/cm2 kN/m2

kNm kNm m4 m4 m m

Bearing Capacity Check Used maximum load from output Etabs calculation Comb 22 (Column 2) V= 952.97 kN = 95297.00 kg Pedestal = 17.28 kN = 1728.00 kg Pile cap = 96.00 kN = 9600.00 kg Soil = 59.04 kN = 5904.00 kg W total = P =

1125.29 kN

=

112529.00 kg Dimention of foundation Dimention of pedestal

4.00

0.90

1.00 0.80 0.50 2.00

Bearing Capacity q nett = Stability Check

2.00

=

q nett

440.71 kN/m2

P A

= <

qall

Mx . Y Ix =

My. X Iy

700.00 kN/m2

< oke

qall

86.179 62.376 84.311 92.788 107.393 99.79 94.389 73.633 88.498 78.152 80.106 57.028 85.114 56.748 85.634 61.6 86.371 62.625 84.467 92.874 107.448 99.884 94.431 72.58 87.443 77.1 79.048 26.769 30.303 28.674 26.766 24.502 28.037 26.405 24.502

P3 P3 P3 P2

P2 P2

P2 P1 P1 P1 P1 P3 P3 P3 P3 P3 P3 P3 P3 P2 P2 P2 P2 P1 P1 P1 P1 P1 P1 P1 P1 P1 P1 P1 P1

Horizontal Load Hx = 231.15 kN Hy = 61.52 kN M = Hx * h + My M = 767.05 kNm

c.

= =

e =

M/P

< 1/6 B

Stability Check =

0.68

< 1/6 B

Sliding Check Total Axial Load = Lateral Load = Friction Angle =

P= H= Φ= tg δ = =

Cohesion of Soil = Safety Factor =

SF = = =

d.

23115.00 kg 6152.00 kg

Punching Shear Check Pu =

1.4 x V =

0.33

not oke

1125.29 kN 231.15 kN 0.00 ° tg (2/3 Φ) 0.00 143.64 kN/m2 P tg δ + Ca B H 287.28 231.15 1.24

<2

not oke

1334.16 kN

Vc =

0.85 x 1.1 x(fc')^0.5 x Kp x h

Kp = =

2(a+h)+2 (b+h) 5.40 m

Vc =

3,915.74 kN > Pu

oke

II.4. CHECKING SETTLEMENT Modelling and Geometry of Boiler Foundation

Soil properties BH 1

gunsat

Type [kN/m³]

1 layer 1 (8.6 9.6) Undrained 13.4

gsat kx ky einit ck Eref

[kN/m³] [m/day] [m/day] [-] [-] [kN/m²]

16.8 0 0 0.95 1.00E+15 6754.55

Mohr-Coulomb 

2

Undrained 15.4

3 layer 3 (11.6 14.8) Undrained 14

4 Layer 4 (14.818.2) Undrained 14

19.4 0.001 0.001 0.7 1.00E+15 17151.234

17.2 0.001 0.001 0.89 1.00E+15 25092.645

17.2 0.001 0.001 0.9 1.00E+15 26825

layer 2 (9.6-11)

n Gref Eoed cref j y Einc yref cincrement Tstr.

[-] [kN/m²] [kN/m²] [kN/m²] [°] [°] [kN/m²/m] [m] [kN/m²/m] [kN/m²]

0.3 2597.904 9092.663 143.64 0 0 0 0 0 0

[-]

Rinter.

Interface permeability

0.3 6596.628 23088.2 185.54 0 0 0 0 0 0

0.3 9651.017 33778.561 134.66 0 0 0 0 0 0

0.3 10317.308 36110.577 299.25 0 0 0 0 0 0

0.9

0.9

0.9

0.9

Neutral

Neutral

Neutral

Neutral

Foundation Properties

No.

Identification

1

Foundation

EA

EI

w

n

Mp

Np

[kN/m]

[kNm²/m]

[kN/m/m]

[-]

[kNm/m]

[kN/m]

1.08E+07

2.24E+05

12.5

0.15

1.00E+15

Time [day] 0 0 0 0 4 10 21 29 30 30 30 30 30 30 30 31 31 31 32 32 33 34 37 40 43

|U| [m] 0.000 0.000 0.000 0.000 0.005 0.015 0.035 0.052 0.054 0.054 0.058 0.060 0.061 0.061 0.062 0.062 0.063 0.064 0.066 0.067 0.069 0.073 0.078 0.081 0.083

Curve of Settlement

Result of Plaxis Point 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24

Step 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24

1.00E+15

25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43

25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43

Settlement on time 20 years =

46 52 58 69 93 139 233 326 513 887 1261 1448 1634 2008 2756 3503 4251 5746 7330

0.084 0.085 0.085 0.086 0.086 0.086 0.086 0.086 0.086 0.086 0.086 0.086 0.086 0.086 0.086 0.086 0.085 0.085 0.085 8.5

cm

>

2.5

cm (δ allowable)

Soil Improvement with Cerucuk ( Dia. 120 mm, distance between of ceruc uk 300 mm )

Soil properties BH 1

Type [kN/m³]

1 layer 1 (8.6 9.6) Undrained 13.4

[kN/m³] [m/day] [m/day] [-] [-] [kN/m²] [-] [kN/m²] [kN/m²] [kN/m²] [°] [°] [kN/m²/m] [m] [kN/m²/m]

16.8 0 0 0.95 1.00E+15 6754.55 0.3 2597.904 9092.663 143.64 0 0 0 0 0

Mohr-Coulomb 

gunsat gsat kx ky einit ck Eref n Gref Eoed cref j y Einc yref cincrement

2

Undrained 15.4

3 layer 3 (11.6 14.8) Undrained 14

4 Layer 4 (14.818.2) Undrained 14

19.4 0.001 0.001 0.7 1.00E+15 17151.234 0.3 6596.628 23088.2 185.54 0 0 0 0 0

17.2 0.001 0.001 0.89 1.00E+15 25092.645 0.3 9651.017 33778.561 134.66 0 0 0 0 0

17.2 0.001 0.001 0.9 1.00E+15 26825 0.3 10317.308 36110.577 299.25 0 0 0 0 0

layer 2 (9.6-11)

Not Safe

Tstr.

[kN/m²]

0

0

0

0

Rinter.

[-]

0.9

0.9

0.9

0.9

Neutral

Neutral

Neutral

Neutral

Interface permeability

Foundation and Cerucuk Properties No.

Identification

1 2

Foundation Cerucuk

EA

EI

w

n

Mp

Np

[kN/m]

[kNm²/m]

[kN/m/m]

[-]

[kNm/m]

[kN/m]

1.08E+07 27500

2.24E+05 33

12.5 0.9

0.15 0.2

1.00E+15 1.00E+15

1.00E+15 1.00E+15

Time [day] 0 0 0 0 10 20 20 26 37 56 70 70 70 70 70 70 70 70 70 70 70 70 70 71 71 71 71 71 71 72 72 72 72 73 73

|U| [m] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004 0.011 0.026 0.037 0.037 0.037 0.041 0.042 0.043 0.043 0.044 0.045 0.045 0.046 0.047 0.048 0.049 0.049 0.050 0.051 0.052 0.053 0.054 0.054 0.055 0.055 0.056 0.057

Curve of Settlement

Result of Plaxis Point 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34

Step 0 1 2 3 3 4 5 5 6 7 8 9 10 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31

35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82

32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79

Settlement on time 20 years =

74 74 76 77 79 82 85 91 96 108 120 143 166 213 260 307 353 400 447 540 634 727 821 914 1007 1194 1381 1475 1661 1848 1942 2129 2316 2502 2689 3063 3437 3811 4184 4558 4932 5306 5679 6053 6427 6801 7174 7370

0.058 0.058 0.059 0.060 0.061 0.061 0.062 0.062 0.062 0.062 0.062 0.062 0.062 0.062 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 0.063 6.3

cm

>

2.5

cm (δ allowable)

Not Safe