Analisis Pondasi Mesin (Kedalaman 1.8 m)

download Analisis Pondasi Mesin (Kedalaman 1.8 m)

of 15

  • date post

    25-Oct-2014
  • Category

    Documents

  • view

    612
  • download

    18

Embed Size (px)

Transcript of Analisis Pondasi Mesin (Kedalaman 1.8 m)

Data Sondir S1 Kedalama Konus n (m) (kg/cm2) 20 0.2 0.4 10 0.6 10 0.8 5 1 5 1.2 5 1.4 5 1.6 8 1.8 8 2 10 2.2 8 2.4 25 2.6 35 2.8 40 3 47 3.2 10 3.4 15 3.6 35 3.8 40 4 45 4.2 40 4.4 38 4.6 38 4.8 40 5 40 5.2 70 5.4 85 5.6 90 5.8 90 6 90 6.2 80 6.4 60 6.6 50 6.8 70 7 102 7.2 128 7.4 160 7.6 215 S2 Kedalama Konus n (m) (kg/cm2) 0.2 10 0.4 6 0.6 6 0.8 5 1 5 1.2 5 1.4 5 1.6 10 1.8 10 2 8 2.2 12 2.4 10 2.6 15 2.8 15 3 19 3.2 15 3.4 20 3.6 25 3.8 40 4 40 4.2 58 4.4 45 4.6 37 4.8 43 5 37 5.2 54 5.4 60 5.6 60 5.8 120 6 112 6.2 100 6.4 87 6.6 80 6.8 85 7 90 7.2 100 7.4 100 7.6 110 S3 Kedalama Konus n (m) (kg/cm2) 0.2 10 0.4 8 0.6 8 0.8 12 1 12 1.2 10 1.4 10 1.6 10 1.8 18 2 25 2.2 22 2.4 25 2.6 20 2.8 17 3 20 3.2 15 3.4 10 3.6 10 3.8 10 4 10 4.2 20 4.4 20 4.6 20 4.8 20 5 22 5.2 60 5.4 45 5.6 50 5.8 42 6 57 6.2 50 6.4 40 6.6 42 6.8 37 7 39 7.2 45 7.4 38 7.6 40

7.8 8 8.2 8.4 8.6 8.8

120 130 145 150 167 215

7.8 8 8.2 8.4 8.6 8.8 9

37 48 50 70 109 130 215

S4 Kedalama Konus n (m) (kg/cm2) 0.2 10 0.4 3 0.6 5 0.8 5 1 8 1.2 7 1.4 8 1.6 7 1.8 5 2 5 2.2 7 2.4 20 2.6 25 2.8 60 3 5 3.2 105 3.4 62 3.6 40 3.8 30 4 20 4.2 23 4.4 30 4.6 32 4.8 25 5 30 5.2 40 5.4 40 5.6 40 5.8 35 6 33 6.2 65 6.4 80 6.6 57 6.8 50 7 40 7.2 45 7.4 47 7.6 50

S5 Kedalama Konus n (m) (kg/cm2) 0.2 5 0.4 5 0.6 2 0.8 5 1 5 1.2 5 1.4 10 1.6 8 1.8 5 2 5 2.2 8 2.4 20 2.6 45 2.8 50 3 130 3.2 170 3.4 215

7.8 8 8.2 8.4 8.6 8.8 9

52 60 100 107 150 180 215

STRATIFIKASI DASoil Sample (m) Log Symbol 1.50 3.00 4.50 6.00 7.50 9.00 10.50 12.00 13.50 15.00 16.50 18.00 19.50 21.00 22.50 24.00 25.50 27.00 28.50 30.00 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 1.95 3.45 4.95 6.45 7.95 9.45 10.95 12.45 13.73 15.45 16.75 18.36 19.85 21.45 22.95 24.45 25.95 27.45 28.95 30.45 General Soil Description Lanau kelempungan, konsistensi sedang, abu-abu kecoklatan Lanau kelempungan, konsistensi sedang, abu-abu kecoklatan Lanau kelempungan, teguh, abu-abu kecoklatan Lanau kelempungan, sangat teguh, abu-abu kehitaman Lanau kelempungan, sangat teguh, abu-abu kehitaman Lanau kelempungan, keras, abu kehitaman Pasir campur gravel,padat, abu-abu Pasir campur gravel,padat, abu-abu Pasir, sangat padat, abu-abu kehitaman Pasir campur gravel, sangat padat, hitam dan coklat Pasir campur gravel, sangat padat, hitam dan coklat Pasir campur gravel, sangat padat, hitam dan coklat Pasir, sangat padat, hitam dan coklat Pasir, sangat padat, hitam dan coklat Pasir, padat, hitam Pasir, padat, hitam Pasir, padat, hitam Pasir, padat, hitam Pasir, sangat padat, hitam dan coklat Pasir, sangat padat, hitam dan coklat Nilai Nspt 6 7 9 23 26 32 41 45 50 55 50 50 50 58 43 47 49 46 55 55

STRATIFIKASI DAN PARAMETER TANAHWater Table : Lapisan Tanah 1 2 3 4 5 6 7 8 9 10 11 5.5 m Nilai Nspt n (t/m ) 1.38 1.54 1.58 1.63 1.66 1.75 1.83 1.85 1.94 1.96 1.973

sat (t/m ) 1.52 1.69 1.74 1.80 1.82 1.93 2.02 2.04 2.13 2.15 2.173

(t/m ) 0.97 5.43 8.44 13.34 15.33 20.24 24.82 31.58 38.07 48.83 54.752

' (t/m2) 0.48 3.20 6.93 11.14 11.44 13.83 15.76 19.04 22.00 27.49 30.14

Kedalaman (m) Jenis Tanah 0.00 0.70 3.60 5.50 8.50 9.70 12.50 15.00 18.65 22.00 27.45 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 0.70 3.60 5.50 8.50 9.70 12.50 15.00 18.65 22.00 27.50 30.45

0 0 0 0 0 45 47.5 47.5 47.5 45.5 46

Timbunan 1.00 Lanau 6.00 Lanau 9.00 Lanau 23.00 Lanau Pasir Pasir Pasir Pasir Pasir Pasir 32.00 41.00 50.00 50.00 50.00 43.00 46.00

Tabel Hubungan Shear Strain dan G/Su

Tabel Korelasi N Value Dengan Kuat Geser Tanah

cu (kg/cm ) 0.71 0.71 2.86 5.00 15.36 0 0 0 0 0 02

Poisson's (ton/m ) Ratio ()2

E

Su (kg/cm2) 0.71 0.71 2.86 5.00 15.36 1.00 1.09 1.09 1.09 1.02 1.04

Shear Strain

7.60 45.60 68.40 174.80 243.20 311.60 380.00 380.00 380.00 326.80 349.60

0.35 0.34 0.33 0.31 0.29 0.27 0.25 0.25 0.25 0.26 0.26

Tabel Hubungan Shear Strain dan G/Su

BAB III ANALISIS PONDASI DINAMIS

STRATIFIKASI DAN PARAMETER TANAHData Titik Sondir 5 Lapisan Tanah 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 qc Kedalaman Jenis Tanah (m) (kg/cm2) Timbunan 5.00 0.20 Timbunan 5.00 0.40 Timbunan 2.00 0.60 Lanau 5.00 0.80 Lanau 5.00 1.00 Lanau 5.00 1.20 Lanau 10.00 1.40 Lanau 8.00 1.60 Lanau 5.00 1.80 Lanau 5.00 2.00 Lanau 8.00 2.20 2.4 Lanau 20 2.6 Lanau 45 2.8 Lanau 50 3 Lanau 130 3.2 Lanau 170 3.4 Lanau 215 n (t/m ) 1.36 1.37 1.37 1.40 1.43 1.46 1.47 1.49 1.50 1.57 1.68 1.68 1.71 1.73 1.77 1.78 1.783

sat (t/m3) 1.50 1.51 1.51 1.54 1.57 1.61 1.62 1.64 1.65 1.73 1.85 1.85 1.88 1.90 1.95 1.958 1.958

(t/m2) 0.27 0.55 0.82 1.10 1.39 1.68 1.97 2.27 2.57 2.88 3.22 3.56 3.90 4.24 4.60 4.95 5.31

' (t/m2) 0.14 0.55 0.82 1.10 1.39 1.68 1.97 2.27 2.57 2.88 3.22 3.56 3.90 4.24 4.60 4.95 5.31

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

cu

E

(kg/cm2) (ton/m2) 0.36 10.00 0.36 10.00 0.14 4.00 0.36 10.00 0.36 10.00 0.36 10.00 0.71 20.00 0.57 16.00 0.36 10.00 0.36 10.00 0.57 16.00 1.43 40.00 3.21 90.00 3.57 100.00 9.29 260.00 12.14286 340 15.35714 430

Poisson's Ratio () 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.34 0.33 0.33 0.25

Su (kg/cm2) 0.36 0.36 0.14 0.36 0.36 0.36 0.71 0.57 0.36 0.36 0.57 1.43 3.21 3.57 9.29 12.14286 15.35714

Shear Strain 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.002 0.003 0.003 0.006 0.006 0.006

Dumping Shear Ratio Modulus 0.035 0.035 0.035 0.035 0.035 0.035 0.035 0.035 0.035 0.035 0.035 0.035 0.035 0.035 0.035 0.035 0.035 571.4286 571.4286 228.5714 571.4286 571.4286 571.4286 1142.857 914.2857 571.4286 571.4286 914.2857 2285.714 5142.857 5357.143 12071.43 15785.71 19964.29

1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1500 1300 1300 1300

TR-51ECNC TAPPING CENTER SPECIFICATION

SPECIFICATION

A. Trial Dimensi Pondasi 1. Dimensi "Badan" Pondasi Panjang : Lebar : Tinggi : 2. Dimensi "Kaki" Pondasi Panjang : Lebar : Tinggi : 3. Kontrol Berat Pondasi Berat Badan = Berat Kaki = Berat Total = Berat Mesin = Kontrol :

A. Trial Dimensi Pondasi 1. Dimensi "Badan" Pondasi 98 cm 39 cm 110 cm 2. Dimensi "Kaki" Pondasi 109 cm 328 cm 58 cm 3. Kontrol Berat Pondasi 1009.008 Kg 4976.6784 Kg 5985.6864 Kg 42300 kg Berat Pondasi > 3 x Berat Mesin 5985.6864 > 42300 0.142 Kali Berat Mesin BJ Beton =3 2400 Kg/m

0.98 m 0.39 m 1.1 m

1.09 m 3.28 m 0.58 m

Cek

B. Perhitungan Pondasi Statis 1. Peritungan Daya Dukung (Metode Terzaghi) Pondasi diletakan pada kedalaman 2.4 m Maka, parameter tanahnya didapat : c kg/cm 1.432

n kg/m 1.683

sat kg/m3 1.85 Nc 5.70 Nq 1.00

0

N 0.00

Rumus Daya Dukung Tanah Metode Terzaghi : qu = 1.3 C. Nc + q. Nq + 0.4 m . B. N 2 qu = 3890.00 t/m DD = 13907.53 ton Kontrol : DD > Berat Mesin + Pondasi 13907.53 > 48.28569 OK!!

C. Resume 1. Parameter Tanah dan Pondasi Daya Dukung Tanah Modulus Geser (G) Internal Damping Ratio Poisson's Ratio () Berat Jenis Tanah Berat Jenis Beton 2. Data Pondasi "Badan Pondasi" 0.98 m 0.39 m 3890.00 898990.00 0.049 0.39 16.80 2.4 t/m2 t/m2

t/m3 t/m3

Panjang (P) Lebar (l) Tinggi (t)

1.1 m "Kaki Pondasi" Panjang (P) 1.09 m Lebar (l) 3.28 m Tinggi (t) 0.58 m

3. Data Peralatan Mesin Weight of Table Weight of Tools Weight of Machines Total Weight 250 3 42300 42300 kg kg kg kg

4. Data Mesin Kecepatan blower Kecepatan motor Unbalanced Force 3890 rpm 1589 rpm 0.089 ton

1. Centrifugal Force a. For Spindle F0 = 0.001 x W x (rpm/1000) F0 = 3.245 kN F0 = 0.325 ton b. For Tapping F0 = 0.001 x W x (rpm/1000) F0 = 0.847 kN F0 = 0.085 ton1.5

2. Rocking Dynamic Moment a. For Spindle Mr = Fo x (h + hC.G Machine) Mr = 1.000 tm b. For Tapping Mr = Fo x (h + hC.G Machine) Mr = 0.261 tm

1.5

3. Geometri Pondasi "Badan Pondasi " 0.39 m 0.98 m 1.1 m "Kaki Pondasi " 3.28 m 1.09 m 0.58 m 1.68 m

4. Geometri Mesin B= L= H= 1.55 m 2.52 m 2.8 m

Bp = Lp = Hp = Bk = Lk = Hk = h=

5. Spek Mesin Kecepatan Spindle : Kecepatan Tapping : Berat Total Mesin 3890 rpm 1589 rpm 42.3 ton

6. Parameter Tanah Daya Dukung Tanah Modulus Geser (G) Damping Ratio Poisson's Ratio () Berat Jenis Tanah 3890.00 898990.00 0.05 0.39 16.80 t/m2 t/m2

t/m3

Berat Jenis Beton

2.40

t/m3

7. Koefisien v, h, r L/B v = h = r = 0.3 0.3 0.3 Koefisien 2.19 1 0.5

8. Vertical Excitation Analysis 8.1 Spring Constant a. Radius Equivalent (r ov ) for Rectangular Foundation 1.067 m

8.2 Damping Ratio a. Effect of Depth of Embedment on Dam = 1 + 1.9. 1 v = b. Mass Ratio 2.329

= rov =

b. Embedment Factor for Spring Constant v = 1 + 0.6 x (1-) x (h/rov) v = 1.474 c. Spring Constant Coefficient = v = 2.19 Dv = d. Equivalent Spring Constant for Rectangular Foundation d. Internal Damping = . . . (1 ) Kv = 8982051.183 t/m Dvi = 0.05 Bv = (1-)/4 x W/( x rov3) Bv = 0.362 c. Geometrical Damping Ratio 0.425 .

1.646

d. Total Damping Ratio Dvt = Dv + Di Dvt = 1.695

Depth of Embedment on Damping Ratio 1 . / /

8.3 Frequency Check a. Natural Frequency = 60/ 2 ( /) Fnv = 12893.267 rpm b. Resonance Frequency (rpm) = Frv =2 1 2

(1-)/4 x W/( x rov )

3

#NUM!

# 2 x Dvt =

3.390428

rical Damping Ratio

c. Frequency Ratio = rv (spindle) = 0.302 = rv (tapping) = 0.123

d. Magnification Factor () = 1/ Mv(spindle) = () = 1/ Mv(tapping) =2 1 () 2

+ (2 () )2

amping Ratio

7.31E-01

OK2

2 1 ()

+ (2 () )2

9.35E-01

OK

e. Transmissibility Factor () = () 1 + (2 () )2 Tv(spindle) = 1.045

() = () 1 + (2 () )2 Tv(tapping) = 1.013

f. Vibration Amplitude

V(spindle) = Mv(spindle) + Fo(spindle) / Kv V