Desain Pondasi Pile

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Project : 150 kV T/L ULUBELUPage

Tower Type : BB2 BODY EXTENSION +15 01Design of Foundation Type : 6 (5-400) - Std.- 0.5 m. Ext. -1.0 m. Ext. - Date

23/02/11

TOWER TYPE BB2LOADING (kN)

No. Case No. Tower Ht. Comp'n Uplift (-) Trans'e Long'l No.1 1121 E15 - NORMAL 424.44 0.00 72.18 65.24 1 ( normal condition )2 1126 E15 - NORMAL 0.00 -317.09 53.06 45.65 2 ( normal condition )3 3 ( normal condition )4 1123 E15 - BROKEN 548.44 0.00 97.25 74.76 4 ( broken condition )5 1128 E15 - BROKEN 0.00 -429.84 61.31 69.74 5 ( broken condition )6 6 ( broken condition )

DESIGN DATATower No. : - Diameter of Pile. : 400 mm.

DCPT Data No. : - Pile Depth : 9 m.Soil Density (Comp'n - Uplift) : 1950 kg/m 3 950 Pile Nos : 5

Conc. Density (Comp'n - Uplift) : 2400 kg/m 3 1400 f'c = 14.525 N/mm 2 (K175)

S.F. for End Bearing : 3.00 fy (Deformed) = 400 N/mm 2

S.F. for Friction : 5.00 fy (Plain) = 240 N/mm 2

Concrete design : 1.10

FOUNDATION DETAILS - SKETCH

Top of Pilecap from G.L. : 0.00 m. Column Details : 0.60 m.G.L. to Top of Stub (Std.) : 1.20 m. Max. Top of Chimney from G.L. : 1.40 m.

Pilecap Depth : 0.70 m. Std. Top of Chimney from G.L. : 0.4 m.Hip Bevel : 19.79 /100 Horizontal Load from Top of Chimney : 0.15 m.

Hip Bevel on Slope : 101.94

Balfour Beatty SaktiDrawing No. Revision

Designed by Checked byBK/C3 -/- A

PMTG

Y

Figure 1.2

Figure 1.1

Max. Top of Chimney + 1.40

G.L. / Top of Pilecap + 0.0

Note :

- pile to pile distance = 3DBottom of Pilecap -0.70 - pile to edge of pilecap = D

PC weight (com'n) = 102.76 kN Soil weight (com'n) = 0.00 kNPC weight (uplift) = 59.94 kN Soil weight (uplift) = 0.00 kN

Group Pile (maximum compression combination)Max. Compression = 548.44 + 102.76 = 651.20 kN

Uplift = 0 + 59.94 = 59.94 kNHorizontal :

Hx = ( 97.25 + 74.76 ) cos 45 = 121.63 kNHy = ( 97.25 - 74.76 ) cos 45 = 15.90 kN

Single Pile (maximum compression combination)Moment due to horizontal load : (max. moment on 1m. Chimney extension)

Mx = ((97.25-74.76)/(2^0,5))x2.25 = 35.78 kN mMy = ((97.25+74.76)/(2^0,5))x2.25 = 273.67 kN m

Group Modulus of Pile :

Zx = ( Ni.(yi^2))/yi = (4 x 0.84^2) / 0.84 = 3.39 m.Zy = ( Ni.(yi^2))/yi = (4 x 0.84^2) / 0.84 = 3.39 m.

X

849849

849

849

849849

Comp'n = (651.2/5)+((35.78/3.39+(273.66/3.39)) = 221.41 kNUplift = (59.94/5)-((35.78/3.39+(273.66/3.39)) = -79.18 kN

Horizontal = ((121.63^2 + 15.9^2)^0.5)/5 = 24.53 kN


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Tower Type : BB2 BODY EXTENSION +15 02Design of Foundation Type : 6 - Std.- 0.5 m. Ext. -1.0 m. Ext. - Date

23/02/11

Summary of single pile load for all loading combination (kN)

No Comp'n Uplift Hx Hy Horizantal1 173.10 -55.68 19.43 0.98 19.46 12 70.29 -101.17 13.96 1.05 14.00 23 20.55 11.99 0.00 0.00 0.00 34 221.41 -79.18 24.33 3.18 24.53 45 85.93 -139.36 18.53 1.19 18.57 56 20.55 11.99 0.00 0.00 0.00 6

Max. comp'n = Load case No. 4Max. uplift = Load case No. 5

Max. horizontal = Load case No. 4

Summary of group pile for all loading combination (kN)

No Comp'n Uplift Hx Hy Horizantal1 527.20 59.94 97.17 4.91 97.29 12 102.76 -257.15 69.80 5.23 69.99 23 102.76 59.94 0.00 0.00 0.00 34 651.20 59.94 121.63 15.90 122.67 45 102.76 -369.90 92.67 5.96 92.86 56 102.76 59.94 0.00 0.00 0.00 6

Max. comp'n = Load case No. 4Max. uplift = Load case No. 5

M h i t l L d N 4

TG PM


BK/C3 -/-Designed by Checked by

A

Max. horizontal = Load case No. 4


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23/02/11

PILE CAPACITYCompression Capacity of Single Pile

Pile section area, Ap = x r^2 = 1,256.64 cm 2Pile comp'n capacity due to point bearing capactiy, Qb = 0.5x(qc1+qc2)xAp (Pile Foundation Analysis and Design,

,where : qc1 = cone resistance, measured at D below pile tip Poulos, H.G. & Davis, E.H., 1980) qc2 = cone resistance, measured at 4D above pile tip

qc1 = 150.0 kg/cm 2

qc2 = 0.0 kg/cm 2

Qb = 0.5x(150+0)x1256.63= kg

Pile section perimeter, P = x D = 125.66 cmPile comp'n capacity due to shaft friction, Qs = 0.75xTSFxP

,where : TSF = total skin friction, ignore 1.6m. below ground level

TSF at pile tip = 700.00 kg/cm TSF at 1.6 m. below ground level = 0.00 kg/cm

TSF = 700-0 = 700 kg/cmQs = 0.75x700x125.66

= kg

Pile weight = Ap x (pile depth-pilecap depth) x conc = ((1256.63x(900-70))/1000000)x2400= 2,503.22 kg

Pile comp'n capacity = Qb/SF + Qs/SF - Pile weight = 94247.77/3+65973.44/5-2503.22Pile comp'n capacity = kg

= 413.07 kN 221.41 OK !!!

Uplift Capacity of Single Pile


BK/C3 -/- A

42,107.39

94,247.78

65,973.45

Checked by

TG PMDesigned by

Uplift Capacity of Single PilePile section perimeter, P = x D = 125.66 cm

Pile uplift capacity due to shaft friction, Qs = 0.75xTSFxP,where : TSF = total skin friction, ignore 1.6m. below ground level

TSF at pile tip = 700.00 kg/cmTSF = 700-0 = 0.00 kg/cmTSF = 700-0 = 700 kg/cm

Qs = 0.75x700x125.66= kg

Pile weight = Ap x (pile depth-pilecap depth) x conc = ((1256.63x(900-70))/1000000)x1400 = 1,460.21 kg

Pile uplift capacity = Qs/SF + Pile weight = 65973.44/5+1460.21Pile uplift capacity = kg

= 143.76 kN 139.35 OK !!!14,654.90

65,973.45


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23/02/11

Lateral Capacity of Single PileDefining pile behaviour whether it will behave as a short pile or long pile.Calculate stiffness factor, T = ( E I / n h )^0.2 (Pile Design and Construction Practice Fourth Edition,

,where : Tomlinson,M.J., 1994)

E = concrete modulus of elasticity I = moment inertia of pile nh = coefficient of modulus variation

E = 4700 . (f'c)^0.5 = 17,912 N/mm 2

I = 1/64 . . D^4 = 125,663.71 cm 4nh = 350 kN/m 3

Calculate stiffness factor, T = ( E I / n h )^0.2

= (( 17912 x 1256637061.43 ) / 0.00035 )^0.2= 2,299.64 mm L = 8.02 2 T = 4.59 Long Pile

Calculating bending moment due to soil reaction from horizontal load.Horizontal load, Hu = 24.53 kN (maximum horizontal load)

qc = 15.00 kg/cm 2

cu = qc/20 = 15/20

= 0.75 kg/cm 2

An equivalent free headed : Point of fixinity :e = 1/2 . 1.25 f = H/9CuB = 24533.21/ 9 0.75 40

= 0.625 m = 0.9086 m

Mu = Hu(e+1,5B+0,5f)= 24.53x(0.625+1,5 0.4+0,5 0.9086)= 41.20 kN m

Moment Crack By Loading Combination

TG PM


Designed by Checked byABK/C3 -/-

Moment Crack By Loading Combination

No Hx (kN) Hy (kN) H (kN) My (kN m.) Mx (kN m.) Mu (kN m)1 19.43 0.98 19.46 30.80 1.22 30.852 13.96 1.05 14.00 20.71 1.30 20.783 0.00 0.00 0.00 0.00 0.00 0.004 24.33 3.18 24.53 40.76 4.08 41.205 18.53 1.19 18.57 29.06 1.49 29.146 0.00 0.00 0.00 0.00 0.00 0.00

+ 0.00

0.625

- 1.60 - 1.60

Figure 4.1 Figure 4.2


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PILE SECTION DESIGNDia. of main bar = 13 mm

Cover = 50 mmDia. of stirrup = 10 mm

Number of main bar = 10 = 0.0105Effective depth, d = 320.00 mm 400

Design of Stirrup (SNI 03-2847-2002, Clause 13.3)Spiral stirrups : Y

Max. horizontal load : Horizontal load in max. uplift combination :Vu = 24.53 x 1.1 Vu = 18.57 x 1.1Vu = 26.98 kN 243.55 Vu = 20.43 kN -153.29

govern Vc = ((f'c^0.5)/6) bw d (1+Nu/14Ag) Vc = (1+0,3Nu/Ag) ((f'c^0.5)/6) bw d

= 0,75x[(1+(243554.65/ 14 125663.7)) = 0,75x[(1+0,3 (-153294.68/125663.7))x0.63x400x320] / 1000 x0.63x400x320] / 1000

= 69.42 kN = 38.66 kN

Use Vc = 38.66 kN; Vu = 20.43 kN

Minimum stirrup

TG PM

0.00


BK/C3 -/- ADesigned by Checked by

X

Y

Minimum stirrup

Spiral stirrup 10 - 75 mm. within 1200 mm. below pilecap s min = 75Spiral stirrup 10 - 150 mm. at rest s min = 150

Pile rebar development length (SNI 03-2847-2002, Clause 14.2, 14.3)For uplift requirement, ld = 12 fy db / 25 (f'c^0,5) = 1 = 1.0 = 1.00

ld = 654.92 mmMinimum ld = 300

ld = 654.92 mm

For comp'n requirement, ld = max ( db fy / 4 (f'c^0,5) ; 0,04 db fy )ld = 341 mm

Minimum ld = 200

ld = 200.00 mm

Use ld = 700.00 mm


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23/02/11

Interaction DiagramLoad Combination : (inclusive load factor 1.1)

Combination 1 Combination 2Pu = 243.55 kN Pu = -153.29 kNMx = 4.49 kN m Mx = 1.63 kN mMy = 44.83 kN m My = 31.97 kN m

Biaxial bending : Biaxial bending :44.83 / 4.49 > 0.4 / 0.4 31.97 / 1.63 > 0.4 / 0.4Mnoy = 4.49 (0.4/0.4) (1-0.65/0.65) + 44.83 Mnoy = 1.63 (0.4/0.4) (1-0.65/0.65) + 31.97

= 47.25 kN m = 32.85 kN m

Pu = 243.55 kN Pu = -153.29 kNMnoy = 47.25 kN m Mnoy = 32.85 kN m

Pcr = ^2 E I / [4 (e+zf)^2]= ^2 17912.48 12566370614.35

4 2587.95^2= N.= kN

Max. allow. comp. = 1,074.33 kN

Pfailure / Pefektif = 1074.32 / 243.55= 4 41

82,926,181.4082,926.18


TG PM

BK/C3 -/- ADesigned by Checked by

1,000

1,500

2,000

2,500

al (kN

)

= 4.41OK 2

Max. conc. Stress = 24827.18 / 1256.63

= 19.76 kg/cm 2

OK 60

C1

C2

-1,000

-500

0

500

0 20 40 60 80 100 120

Axia

Mx (kN m.)

C1

C2

-1,000

-500

0

500

1,000

1,500

2,000

2,500

0 20 40 60 80 100 120

Axial (kN

)

My (kN m )My (kN m.)


8 of 9 25/02/2014 6:42 PM

INTERACTION DIAGRAM CALCULATION

Pile dia. = 400 mm. Stirrup dia. = 10 mm. Fy ( 12) = 240 MpaCover. = 50 mm. Main Bar dia. = 13 mm. Fy ( > 12) = 400 Mpa

Reduction fac. = 0.65 Num. of Bar = 10 Es = 200,000 MpaReduction fac. (Tension) = 0.8 F'c = 14.53 Mpa

X - AxisPURE PURE

COMP. TENSIONd1 - 73.0340 73.0340 73.0340 73.0340 73.0340 73.0340 73.0340 73.0340 73.0340 73.0340 73.0340 73.0340 73.0340 73.0340 -d2 - 121.5307 121.5307 121.5307 121.5307 121.5307 121.5307 121.5307 121.5307 121.5307 121.5307 121.5307 121.5307 121.5307 121.5307 -d3 - 200.0000 200.0000 200.0000 200.0000 200.0000 200.0000 200.0000 200.0000 200.0000 200.0000 200.0000 200.0000 200.0000 200.0000 -d4 - 278.4693 278.4693 278.4693 278.4693 278.4693 278.4693 278.4693 278.4693 278.4693 278.4693 278.4693 278.4693 278.4693 278.4693 -d5 - 326.9660 326.9660 326.9660 326.9660 326.9660 326.9660 326.9660 326.9660 326.9660 326.9660 326.9660 326.9660 326.9660 326.9660 -d6 - 326.9660 326.9660 326.9660 326.9660 326.9660 326.9660 326.9660 326.9660 326.9660 326.9660 326.9660 326.9660 326.9660 326.9660 -d7 - 278.4693 278.4693 278.4693 278.4693 278.4693 278.4693 278.4693 278.4693 278.4693 278.4693 278.4693 278.4693 278.4693 278.4693 -d8 - 200.0000 200.0000 200.0000 200.0000 200.0000 200.0000 200.0000 200.0000 200.0000 200.0000 200.0000 200.0000 200.0000 200.0000 -d9 - 121.5307 121.5307 121.5307 121.5307 121.5307 121.5307 121.5307 121.5307 121.5307 121.5307 121.5307 121.5307 121.5307 121.5307 -

d10 - 73.0340 73.0340 73.0340 73.0340 73.0340 73.0340 73.0340 73.0340 73.0340 73.0340 73.0340 73.0340 73.0340 73.0340 -d11 - 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 - ignoredd12 - 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 - ignored

c - 400.0000 400.0000 357.8288 326.9660 278.8623 243.0974 215.4636 193.4710 160.6713 137.3807 119.9875 106.5036 86.9591 63.6121 -a - 340.0000 340.0000 304.1545 277.9211 237.0330 206.6328 183.1441 164.4504 136.5706 116.7736 101.9894 90.5281 73.9152 54.0703 -

s1 - 0.0025 0.0025 0.0024 0.0023 0.0022 0.0021 0.0020 0.0019 0.0016 0.0014 0.0012 0.0009 0.0005 -0.0004 -s2 - 0.0021 0.0021 0.0020 0.0019 0.0017 0.0015 0.0013 0.0011 0.0007 0.0003 0.0000 -0.0004 -0.0012 -0.0027 -s3 - 0.0015 0.0015 0.0013 0.0012 0.0008 0.0005 0.0002 -0.0001 -0.0007 -0.0014 -0.0020 -0.0026 -0.0039 -0.0064 -s4 - 0.0009 0.0009 0.0007 0.0004 0.0000 -0.0004 -0.0009 -0.0013 -0.0022 -0.0031 -0.0040 -0.0048 -0.0066 -0.0101 -s5 - 0.0005 0.0005 0.0003 0.0000 -0.0005 -0.0010 -0.0016 -0.0021 -0.0031 -0.0041 -0.0052 -0.0062 -0.0083 -0.0124 -s6 - 0.0005 0.0005 0.0003 0.0000 -0.0005 -0.0010 -0.0016 -0.0021 -0.0031 -0.0041 -0.0052 -0.0062 -0.0083 -0.0124 -s7 - 0.0009 0.0009 0.0007 0.0004 0.0000 -0.0004 -0.0009 -0.0013 -0.0022 -0.0031 -0.0040 -0.0048 -0.0066 -0.0101 -s8 - 0.0015 0.0015 0.0013 0.0012 0.0008 0.0005 0.0002 -0.0001 -0.0007 -0.0014 -0.0020 -0.0026 -0.0039 -0.0064 -s9 - 0.0021 0.0021 0.0020 0.0019 0.0017 0.0015 0.0013 0.0011 0.0007 0.0003 0.0000 -0.0004 -0.0012 -0.0027 -s10 - 0.0025 0.0025 0.0024 0.0023 0.0022 0.0021 0.0020 0.0019 0.0016 0.0014 0.0012 0.0009 0.0005 -0.0004 -s11 - 0.0025 0.0025 0.0024 0.0024 0.0023 0.0022 0.0021 0.0020 0.0018 0.0015 0.0013 0.0011 0.0007 -0.0001 - ignoreds12 - 0.0025 0.0025 0.0024 0.0024 0.0023 0.0022 0.0021 0.0020 0.0018 0.0015 0.0013 0.0011 0.0007 -0.0001 - ignoredfs1 - 400.0000 400.0000 400.0000 400.0000 400.0000 400.0000 396.6229 373.5042 327.2669 281.0296 234.7923 188.5550 96.0804 -88.8688 -fs2 - 400.0000 400.0000 396.2199 376.9848 338.5147 300.0445 261.5744 223.1043 146.1640 69.2238 -7.7164 -84.6567 -238.5372 -400.0000 -fs3 300 0000 300 0000 264 6441 232 9894 169 6801 106 3708 43 0614 20 2479 146 8665 273 4852 400 0000 400 0000 400 0000 400 0000

Project : 150 kV

T/L ULUBELU

- Std

.- 0.5 m

. Ext.

Towe

r Ty

pe : BB2

BODY EXTENSI

ON

(5-

400)

-6.0000

Design of

Founda

tion Ty

pe : 6

-1.5000 -2.0000 -2.5000 -3.0000 -4.0000-0.5000 -0.7500 -1.0000Z 0.5000 0.3750 0.1250 0.0000 -0.2500

fs3 - 300.0000 300.0000 264.6441 232.9894 169.6801 106.3708 43.0614 -20.2479 -146.8665 -273.4852 -400.0000 -400.0000 -400.0000 -400.0000 -fs4 - 182.2960 182.2960 133.0683 88.9940 0.8455 -87.3030 -175.4515 -263.6001 -400.0000 -400.0000 -400.0000 -400.0000 -400.0000 -400.0000 -fs5 - 109.5509 109.5509 51.7500 0.0000 -103.5000 -207.0000 -310.5000 -400.0000 -400.0000 -400.0000 -400.0000 -400.0000 -400.0000 -400.0000 -fs6 - 109.5509 109.5509 51.7500 0.0000 -103.5000 -207.0000 -310.5000 -400.0000 -400.0000 -400.0000 -400.0000 -400.0000 -400.0000 -400.0000 -fs7 - 182.2960 182.2960 133.0683 88.9940 0.8455 -87.3030 -175.4515 -263.6001 -400.0000 -400.0000 -400.0000 -400.0000 -400.0000 -400.0000 -fs8 - 300.0000 300.0000 264.6441 232.9894 169.6801 106.3708 43.0614 -20.2479 -146.8665 -273.4852 -400.0000 -400.0000 -400.0000 -400.0000 -fs9 - 400.0000 400.0000 396.2199 376.9848 338.5147 300.0445 261.5744 223.1043 146.1640 69.2238 -7.7164 -84.6567 -238.5372 -400.0000 -

fs10 - 400.0000 400.0000 400.0000 400.0000 400.0000 400.0000 396.6229 373.5042 327.2669 281.0296 234.7923 188.5550 96.0804 -88.8688 -fs11 - 400.0000 400.0000 400.0000 400.0000 400.0000 400.0000 400.0000 393.7676 351.6669 309.5662 267.4655 225.3648 141.1634 -27.2394 - ignoredfs12 - 400.0000 400.0000 400.0000 400.0000 400.0000 400.0000 400.0000 393.7676 351.6669 309.5662 267.4655 225.3648 141.1634 -27.2394 - ignoredCc - 1,405,543.4297 1,405,543.4297 1,265,803.0928 1,150,581.3484 957,574.4877 808,487.9247 692,593.4464 601,104.8487 467,824.9829 376,915.3445 311,851.5854 263,472.0682 197,208.9953 125,456.8068 -

Fs1 - 51,454.1698 51,454.1698 51,454.1698 51,454.1698 51,454.1698 51,454.1698 51,005.9155 47,937.3238 41,800.1405 35,662.9572 29,525.7738 23,388.5905 11,114.2238 -11,795.7635 -Fs2 - 51,454.1698 51,454.1698 50,952.4221 48,399.3082 43,293.0806 38,186.8530 33,080.6254 27,974.3978 17,761.9426 9,188.2334 -1,024.2218 -11,236.6771 -31,661.5875 -53,092.9158 -Fs3 - 38,180.9409 38,180.9409 33,488.0682 29,286.4722 20,883.2804 12,480.0886 5,715.6428 -2,687.5490 -19,493.9327 -36,300.3163 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -Fs4 - 22,557.8199 22,557.8199 16,023.7143 11,812.3823 112.2262 -11,587.9298 -23,288.0858 -34,988.2419 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -Fs5 - 12,902.2001 12,902.2001 6,868.8960 0.0000 -13,737.7920 -27,475.5840 -41,213.3759 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -Fs6 - 12,902.2001 12,902.2001 6,868.8960 0.0000 -13,737.7920 -27,475.5840 -41,213.3759 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -Fs7 - 22,557.8199 22,557.8199 16,023.7143 11,812.3823 112.2262 -11,587.9298 -23,288.0858 -34,988.2419 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -Fs8 - 38,180.9409 38,180.9409 33,488.0682 29,286.4722 20,883.2804 12,480.0886 5,715.6428 -2,687.5490 -19,493.9327 -36,300.3163 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -Fs9 - 51,454.1698 51,454.1698 50,952.4221 48,399.3082 43,293.0806 38,186.8530 33,080.6254 27,974.3978 17,761.9426 9,188.2334 -1,024.2218 -11,236.6771 -31,661.5875 -53,092.9158 -

Fs10 - 51,454.1698 51,454.1698 51,454.1698 51,454.1698 51,454.1698 51,454.1698 51,005.9155 47,937.3238 41,800.1405 35,662.9572 29,525.7738 23,388.5905 11,114.2238 -11,795.7635 -Fs11 - 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 - ignoredFs12 - 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 - ignored

Pn 2,066.0172 1,758.6420 1,758.6420 1,583.3776 1,432.4860 1,161.5844 934.6031 743.1949 571.3909 335.5896 181.6454 50.2972 -30.7816 -162.4432 -322.8780 -530.929Mn 0.0000 38.3067 38.3067 57.7711 70.2461 85.8205 93.5924 97.4102 98.2870 91.3826 81.8187 72.7649 64.5867 50.4669 31.5421 0.0000

Pn 1,342.9112 1,143.1173 1,143.1173 1,029.1955 931.1159 755.0299 607.4920 483.0767 371.4041 218.1333 118.2011 38.1588 -24.6253 -129.9546 -258.3024 -424.7433 Mn 0.0000 24.8994 24.8994 37.5512 45.6600 55.7833 60.8351 63.3166 63.8865 59.3987 53.2414 55.2043 51.6694 40.3735 25.2337 0.0000

Max. Comp. Load = Pn = 0,80 [0,85 f'c(Ag-Ast)+fyAst]Max. Comp. Load = 1,074.3290 kN

1,074.3290 1,029.19550.0000 37.5512

cu = 0,003 fc=0,85f'cd3

d2 3 fs3a=c

d1 ch 2 fs2

1 fs31

-1.0 m

. Ext. -

Drawing No.

Balfour B

eatt

y Sakti

Revisio

n

A

Checked

by

PM

23/0

2Da 07

Pag

TG

Designe

d by

BK/

C3 -/-

2/11ate 7 ge

INTERACTION DIAGRAM CALCULATION

Pile dia. = 400 mm. Stirrup dia. = 10 mm. Fy ( 12) = 240 MpaCover. = 50 mm. Main Bar dia. = 13 mm. Fy ( > 12) = 400 Mpa

Reduction fac. = 0.65 Num. of Bar = 10 Es = 200,000 MpaReduction fac. (Tension) = 0.8 F'c = 14.53 Mpa

Y - AxisPURE PURE

COMP. TENSIONd1 - 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 -d2 - 91.9962 91.9962 91.9962 91.9962 91.9962 91.9962 91.9962 91.9962 91.9962 91.9962 91.9962 91.9962 91.9962 91.9962 -d3 - 158.7462 158.7462 158.7462 158.7462 158.7462 158.7462 158.7462 158.7462 158.7462 158.7462 158.7462 158.7462 158.7462 158.7462 -d4 - 241.2538 241.2538 241.2538 241.2538 241.2538 241.2538 241.2538 241.2538 241.2538 241.2538 241.2538 241.2538 241.2538 241.2538 -d5 - 308.0038 308.0038 308.0038 308.0038 308.0038 308.0038 308.0038 308.0038 308.0038 308.0038 308.0038 308.0038 308.0038 308.0038 -d6 - 333.5000 333.5000 333.5000 333.5000 333.5000 333.5000 333.5000 333.5000 333.5000 333.5000 333.5000 333.5000 333.5000 333.5000 -d7 - 308.0038 308.0038 308.0038 308.0038 308.0038 308.0038 308.0038 308.0038 308.0038 308.0038 308.0038 308.0038 308.0038 308.0038 -d8 - 241.2538 241.2538 241.2538 241.2538 241.2538 241.2538 241.2538 241.2538 241.2538 241.2538 241.2538 241.2538 241.2538 241.2538 -d9 - 158.7462 158.7462 158.7462 158.7462 158.7462 158.7462 158.7462 158.7462 158.7462 158.7462 158.7462 158.7462 158.7462 158.7462 -

d10 - 91.9962 91.9962 91.9962 91.9962 91.9962 91.9962 91.9962 91.9962 91.9962 91.9962 91.9962 91.9962 91.9962 91.9962 -d11 - 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 - ignoredd12 - 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 66.5000 - ignored

c - 400.0000 400.0000 364.9795 333.5000 284.4350 247.9554 219.7694 197.3373 163.8821 140.1261 122.3853 108.6319 88.6968 64.8833 -a - 340.0000 340.0000 310.2326 283.4750 241.7697 210.7621 186.8040 167.7367 139.2998 119.1071 104.0275 92.3371 75.3923 55.1508 -

s1 - 0.0025 0.0025 0.0025 0.0024 0.0023 0.0022 0.0021 0.0020 0.0018 0.0016 0.0014 0.0012 0.0008 -0.0001 -s2 - 0.0023 0.0023 0.0022 0.0022 0.0020 0.0019 0.0017 0.0016 0.0013 0.0010 0.0007 0.0005 -0.0001 -0.0013 -s3 - 0.0018 0.0018 0.0017 0.0016 0.0013 0.0011 0.0008 0.0006 0.0001 -0.0004 -0.0009 -0.0014 -0.0024 -0.0043 -s4 - 0.0012 0.0012 0.0010 0.0008 0.0005 0.0001 -0.0003 -0.0007 -0.0014 -0.0022 -0.0029 -0.0037 -0.0052 -0.0082 -s5 - 0.0007 0.0007 0.0005 0.0002 -0.0002 -0.0007 -0.0012 -0.0017 -0.0026 -0.0036 -0.0046 -0.0055 -0.0074 -0.0112 -s6 - 0.0005 0.0005 0.0003 0.0000 -0.0005 -0.0010 -0.0016 -0.0021 -0.0031 -0.0041 -0.0052 -0.0062 -0.0083 -0.0124 -s7 - 0.0007 0.0007 0.0005 0.0002 -0.0002 -0.0007 -0.0012 -0.0017 -0.0026 -0.0036 -0.0046 -0.0055 -0.0074 -0.0112 -s8 - 0.0012 0.0012 0.0010 0.0008 0.0005 0.0001 -0.0003 -0.0007 -0.0014 -0.0022 -0.0029 -0.0037 -0.0052 -0.0082 -s9 - 0.0018 0.0018 0.0017 0.0016 0.0013 0.0011 0.0008 0.0006 0.0001 -0.0004 -0.0009 -0.0014 -0.0024 -0.0043 -s10 - 0.0023 0.0023 0.0022 0.0022 0.0020 0.0019 0.0017 0.0016 0.0013 0.0010 0.0007 0.0005 -0.0001 -0.0013 -s11 - 0.0025 0.0025 0.0025 0.0024 0.0023 0.0022 0.0021 0.0020 0.0018 0.0016 0.0014 0.0012 0.0008 -0.0001 - ignoreds12 - 0.0025 0.0025 0.0025 0.0024 0.0023 0.0022 0.0021 0.0020 0.0018 0.0016 0.0014 0.0012 0.0008 -0.0001 - ignoredfs1 - 400.0000 400.0000 400.0000 400.0000 400.0000 400.0000 400.0000 397.8081 356.5322 315.2564 273.9805 232.7046 150.1529 -14.9505 -fs2 - 400.0000 400.0000 400.0000 400.0000 400.0000 377.3884 348.8379 320.2873 263.1862 206.0851 148.9840 91.8829 -22.3193 -250.7238 -fs3 361 8807 361 8807 339 0326 314 3996 265 1335 215 8674 166 6014 117 3353 18 8032 79 7290 178 2611 276 7933 400 0000 400 0000

Project : 150 kV

T/L ULUBELU

Towe

r Ty

pe : BB2

BODY EXTENSI

ON

- Std

.- 0.5 m

. Ext.

-2.5000Z 0.5000 0.3750 0.1250 0.0000 -0.2500

Design of

Founda

tion Ty

pe : 6(5-

400)

-3.0000 -4.0000 -6.0000-0.5000 -0.7500 -1.0000 -1.5000 -2.0000

fs3 - 361.8807 361.8807 339.0326 314.3996 265.1335 215.8674 166.6014 117.3353 18.8032 -79.7290 -178.2611 -276.7933 -400.0000 -400.0000 -fs4 - 238.1193 238.1193 203.3962 165.9602 91.0884 16.2165 -58.6553 -133.5272 -283.2709 -400.0000 -400.0000 -400.0000 -400.0000 -400.0000 -fs5 - 137.9943 137.9943 93.6640 45.8703 -49.7171 -145.3045 -240.8918 -336.4792 -400.0000 -400.0000 -400.0000 -400.0000 -400.0000 -400.0000 -fs6 - 99.7500 99.7500 51.7500 0.0000 -103.5000 -207.0000 -310.5000 -400.0000 -400.0000 -400.0000 -400.0000 -400.0000 -400.0000 -400.0000 -fs7 - 137.9943 137.9943 93.6640 45.8703 -49.7171 -145.3045 -240.8918 -336.4792 -400.0000 -400.0000 -400.0000 -400.0000 -400.0000 -400.0000 -fs8 - 238.1193 238.1193 203.3962 165.9602 91.0884 16.2165 -58.6553 -133.5272 -283.2709 -400.0000 -400.0000 -400.0000 -400.0000 -400.0000 -fs9 - 361.8807 361.8807 339.0326 314.3996 265.1335 215.8674 166.6014 117.3353 18.8032 -79.7290 -178.2611 -276.7933 -400.0000 -400.0000 -

fs10 - 400.0000 400.0000 400.0000 400.0000 400.0000 377.3884 348.8379 320.2873 263.1862 206.0851 148.9840 91.8829 -22.3193 -250.7238 -fs11 - 400.0000 400.0000 400.0000 400.0000 400.0000 400.0000 400.0000 397.8081 356.5322 315.2564 273.9805 232.7046 150.1529 -14.9505 - ignoredfs12 - 400.0000 400.0000 400.0000 400.0000 400.0000 400.0000 400.0000 397.8081 356.5322 315.2564 273.9805 232.7046 150.1529 -14.9505 - ignoredCc - 1,405,543.4297 1,405,543.4297 1,291,142.4171 1,175,676.1445 980,507.9983 828,860.6466 710,616.4072 617,099.1666 480,637.4708 387,424.8267 320,653.9409 270,975.2303 202,893.1816 129,121.0757 -

Fs1 - 51,454.1698 51,454.1698 51,454.1698 51,454.1698 51,454.1698 51,454.1698 51,454.1698 51,163.2334 45,684.5937 40,205.9540 34,727.3143 29,248.6747 18,291.3953 -1,984.4174 -Fs2 - 51,454.1698 51,454.1698 51,454.1698 51,454.1698 51,454.1698 48,452.8843 44,663.3039 40,873.7234 33,294.5625 25,715.4015 18,136.2406 10,557.0796 -2,962.4962 -33,279.1400 -Fs3 - 46,394.5016 46,394.5016 43,361.8299 40,092.2306 33,553.0321 27,013.8336 20,474.6351 13,935.4366 2,495.7856 -10,582.6114 -23,661.0084 -36,739.4054 -53,092.9158 -53,092.9158 -Fs4 - 29,967.3801 29,967.3801 25,358.4928 20,389.5361 10,451.6228 2,152.4555 -7,785.4578 -17,723.3711 -37,599.1977 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -Fs5 - 16,677.5596 16,677.5596 10,793.4871 6,088.4674 -6,599.0639 -19,286.5952 -31,974.1266 -44,661.6579 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -Fs6 - 11,601.2999 11,601.2999 6,868.8960 0.0000 -13,737.7920 -27,475.5840 -41,213.3759 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -Fs7 - 16,677.5596 16,677.5596 10,793.4871 6,088.4674 -6,599.0639 -19,286.5952 -31,974.1266 -44,661.6579 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -Fs8 - 29,967.3801 29,967.3801 25,358.4928 20,389.5361 10,451.6228 2,152.4555 -7,785.4578 -17,723.3711 -37,599.1977 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -53,092.9158 -Fs9 - 46,394.5016 46,394.5016 43,361.8299 40,092.2306 33,553.0321 27,013.8336 20,474.6351 13,935.4366 2,495.7856 -10,582.6114 -23,661.0084 -36,739.4054 -53,092.9158 -53,092.9158 -

Fs10 - 51,454.1698 51,454.1698 51,454.1698 51,454.1698 51,454.1698 48,452.8843 44,663.3039 40,873.7234 33,294.5625 25,715.4015 18,136.2406 10,557.0796 -2,962.4962 -33,279.1400 -Fs11 - 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 - ignoredFs12 - 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 - ignored

Pn 2,066.0172 1,757.5861 1,757.5861 1,611.4014 1,463.1791 1,195.9439 969.5044 771.6139 600.0177 363.4256 192.4318 78.8671 -17.6053 -156.3908 -311.0720 -530.929Mn 0.0000 38.1699 38.1699 54.4725 67.7075 84.7350 92.7815 96.6742 98.2997 92.1168 83.3548 74.0059 65.5021 51.8701 32.6910 0.0000

Pn 1,342.9112 1,142.4310 1,142.4310 1,047.4109 951.0664 777.3635 630.1779 501.5490 390.0115 236.2267 125.0807 57.9821 -14.0843 -125.1127 -248.8576 -424.7433 Mn 0.0000 24.8105 24.8105 35.4071 44.0099 55.0777 60.3080 62.8382 63.8948 59.8759 54.1806 54.4082 52.4017 41.4961 26.1528 0.0000

Max. Comp. Load = Pn = 0,80 [0,85 f'c(Ag-Ast)+fyAst]Max. Comp. Load = 1,074.3290 kN

1,074.3290 1,047.41090.0000 35.4071

cu = 0,003 fc=0,85f'cd3

d2 3 fs3a=c

d1 ch 2 fs2

1 fs31

Balfour B

eatt

y Sakti

PM

Checked

by

A

Revisio

n

23/0

2Da 08

Pag

-1.0 m

. Ext. -

TG

Designe

d by

BK/

C3 -/-

Drawing No.

2/11ate 8 ge


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