LIRIK OC2 SE CAL 001_A (Perhitungan Oil Catcher)

MODIFIKASI SISTEM PENYIMPANAN DAN PERBAIKAN

FASILITAS OPERASI DI TERMINAL BUATAN-FIELD LIRIK

PERHITUNGAN STRUKTUR

OIL CATCHER SHELTER (3x2x1)

DOCUMENT NUMBER : LIRIK-OC2-SE-CAL-001

REV DATE DESCRIPTION PREP’D CHK’D APP’D CLIENT.

A 23/04/10 Issued For Review ART YAW / ABS

MODIFIKASI SISTEM PENYIMPANAN DAN PERBAIKAN FASILITAS OPERASI DI TERMINAL

BUATAN‐FIELD LIRIK

LIRIK‐OC2‐SE‐CAL‐001 (Perhitungan Struktur

Oil Catcher Shelter (3x2x1))

Halaman i

DAFTAR ISI

1. PENGANTAR ............................................................................................................................................... 1 1.1. UMUM............................................................................................................................................................... 1 1.2. MAKSUD DAN TUJUAN ..................................................................................................................................... 1 1.3. LINGKUP KERJA ............................................................................................................................................... 1

2. KONDISI DISAIN ..................................................................................................................................... 2 2.1. KODE DAN STANDAR ....................................................................................................................................... 2 2.3. DATA DESAIN ................................................................................................................................................... 2

3. KONSEP DESAIN STRUKTUR ................................................................................................................... 3 3.1 UMUM............................................................................................................................................................... 3 3.2 STRUKTUR RENCANA ...................................................................................................................................... 3 3.3 MODEL STRUKTUR .......................................................................................................................................... 3 3.4 DIMENSI BANGUNAN ........................................................................................................................................ 4 3.5 METODE ANALISIS ........................................................................................................................................... 4 3.6 PROGRAM ANALISIS ........................................................................................................................................ 4

4. PEMBEBANAN DAN KOMBINASI PEMBEBANAN ................................................................................. 4 4.1 BEBAN MATI (DL) ............................................................................................................................................. 4 4.3 BEBAN GEMPA ................................................................................................................................................. 5 4.4 KOMBINASI PEMBEBANAN ............................................................................................................................... 7

5. DESAIN STRUKTUR ................................................................................................................................... 8 5.1 DESAIN KOLOM ................................................................................................................................................ 8 5.2 DESAIN BEAM ................................................................................................................................................ 10 5.3 REKAPITULASI RASIO STRUKTUR BAJA (OUTPUT DARI STAAD PRO 2007) ................................................. 13

6. DESAIN PONDASI ..................................................................................................................................... 13 6.1 REAKSI KOLOM .............................................................................................................................................. 13 6.2 PERHITUNGAN PONDASI SETEMPAT ............................................................................................................. 14

MODIFIKASI SISTEM PENYIMPANAN DAN PERBAIKAN FASILITAS OPERASI DI TERMINAL BUATAN‐FIELD LIRIK



Halaman 1

1. PENGANTAR

1.1. Umum

Salah satu pekerjaan Modifikasi Sistem Penyimpanan dan Perbaikan Fasilitas Operasi di

Terminal Buatan-Field Lirik adalah konstruksi Oil Catcher.

1.2. Maksud dan Tujuan

Maksud dan Tujuan dari pekerjaan detail enjiniring ini adalah untuk dijadikan acuan utama

dalam memasuki tahap konstruksi sehingga didapatkan nilai konstruksi yang ekonomis

namun tetap efektif dan efisien.

1.3. Lingkup Kerja

Lingkup kerja pada pekerjaan Disain Detail Enjiniring ini meliputi :

Analisa dan disain struktur Shelter




Halaman 2

2. KONDISI DISAIN

2.1. Kode dan Standar

Kode dan standar yang akan digunakan dalam disain enjiniring ini adalah seperti

tercantum di bawah ini tapi tidak terbatas pada:

• ACI Standard, “Building Code Requirements for Structural Concrete (ACI 318-02) and

Commentary (ACI 318R-02)”.

• AISC Standard, “Load and Resistance Factor Design Specification” (AISC-LRFD

1999).

• ASCE Standard, “Minimum Design Loads for Buildings and Other Structures”

(ASCE/SEI 7-05).

• Peraturan Gempa Indonesia, SNI-1726-2002.

2.3. Data Desain

Material yang digunakan untuk desain ini mengacu pada kode material yang telah dikenal

secara nasional dan internasional, seperti misalnya, namun tidak terbatas pada:

• Beton dengan kekuatan beton (f’c) minimal 25 MPa, sebagaimana ditentukan oleh

ASTM-C94, ASTM-C33, ASTM-C171, dan ACI-212.

• Beton bertulang dengan Tegangan leleh (fy) minimum 400 MPa untuk deformed, dan

240 MPa untuk baja polos seperti ditentukan pada ASTM-A185, dan AWS 121.




Halaman 3

3. KONSEP DESAIN STRUKTUR

3.1 Umum

Oil Catcher merupakan struktur rangka baja dengan profil material Hollow Pipe

3.2 Struktur Rencana

3.3 Model Struktur

Struktur dimodelkan sebagai rangka 3 dimensi. Pendukung (Support) dimodelkan sebagai

sendi.

Struktur 3D




Halaman 4

3.4 Dimensi Bangunan

Dimensi kolom (mm)

C1 : Pipe 140 x 4.5

Dimensi Balok (mm)

B1 : Pipe 140 x 4.5

B2 : Pipe 140 x 4.5

3.5 Metode Analisis

Desain kekuatan diaplikasikan mengikuti AISC ASD. Semua konstruksi didesain sesuai

ketentuan spesifikasi dalam AISC ASD.

3.6 Program Analisis

Oil catcher shelter dianalisis dengan menggunakan program komputer STAAD-Pro 2007.

4. PEMBEBANAN DAN KOMBINASI PEMBEBANAN

4.1 Beban mati (DL)

Berat material yang digunakan dalam perancangan desain struktur, diantaranya:

Berat sendiri struktur dihitung secar aotomatis oleh software Berat sendiri Purlin dan Plat atap diambil 5 kg/m2

DL




Halaman 5

4.2 Beban Hidup Beban Hidup pada atap diambil 20 kg/m2

Beban = 6 m x 1m x 20 = 120 kg/m’

LL

4.3 Beban Gempa

Wt : Total Dead Load (include self weight) + Live LoadFrom STAAD Pro Reaction Obtained :




Halaman 6

- Joint Column 1 = kN 2- Joint Column 3 = kN 4- Joint Column 12 = kN 13- Joint Column 14 = kN 15

Wt kN28.02

7.136.717.097.09

From STAAD Pro Rayleigh Frequency Analysis, obtained that:

Rayleigh Frequency in X direction = cps From StaadRayleigh Frequency in Z direction = cps

cps = cicle per secondNatural Periode in X direction (TX) = secNatural Periode in Y direction (TZ) = sec

For Zone 3. Soft Soil, obtained thatCx =Cz =

Eartquake Constant (Ecx)I = 1.4R = 5.6Ecx = C x I/R

=

Eartquake Constant (Ecz)I = 1.4R = 5.6Ecz = C x I/R

=

V = (C * I * Wt) / R= 5.3 kN

Fi = ( Wi * Zi / Σwi*Zi ) * V

1.291.64

0.78

0.75

0.61

0.75

0.1875

0.1875

Fi1.34

Wi * Zi26.73

26.57

1.261.331.33

25.1626.59

Zi3.753.753.753.757.09

Wi7.136.717.09

2 FX 1.3 2 FZ 1.34 FX 1.3 4 FZ 1.3

13 FX 1.3 13 FZ 1.315 FX 1.3 15 FZ 1.3

FOR STAAD




Halaman 7

EQX dan EQZ

4.4 Kombinasi Pembebanan

Kombinasi pembebanan mengikuti standar SNI 03-2847-2002 & S-200 mengenai pembebanan

minimum untuk bangunan dan struktur lainnya.

1) Pembebanan dan Simbol Gaya

Beban Mati DL

Beban Hidup LL

Beban Gempa EQ (EQX, EQZ)

2) Kombinasi Pembebanan untuk struktur baja (shelter)

1. 1.0 D

2. 1.0 DL+ 1.0 LL + 1.0 LR

3. 1.0 DL+ 1.0 LL + 1.0 LR + 0.7 EQX + 0.21 EQZ

4. 1.0 DL+ 1.0 LL + 1.0 LR + 0.21 EQX + 0.7 EQZ

5. 1.0 DL+ 0.5 LL + 0.5 LR + 0.7 EQX + 0.21 EQZ

6. 1.0 DL+ 0.5 LL + 0.5 LR + 0.21 EQX + 0.7 EQZ




Halaman 8

5. DESAIN STRUKTUR

5.1 Desain Kolom




Halaman 9

C1 Pipe 140 x 4.5

STAAD.PRO CODE CHECKING - (AISC 9TH EDITION)

********************************************

|--------------------------------------------------------------------------|

| Y PROPERTIES |

|************* | IN CMS UNIT |

| * |=============================| ------------ |

|MEMBER 1 * | JAPANESE SECTIONS | AX = 19.13 |

| * | ST PIP139.8X4.5 | --Z AY = 9.57 |

|DESIGN CODE * | | AZ = 9.57 |

| AISC-1989 * =============================== SY = 62.66 |

| * SZ = 62.66 |

| * |<---LENGTH (M)= 3.10 --->| RY = 4.78 |

|************* RZ = 4.78 |

| |

| 3.4 (KNS-METRE) |

|PARAMETER | L3 STRESSES |

|IN KNS CMS | L3 L3 IN NEWTON MMS|

|--------------- + L3 -------------|

| KL/R-Y= 64.79 | L3 FA = 144.00 |

| KL/R-Z= 64.79 + fa = 0.73 |

| UNL = 310.00 | L3 L3 FCZ = 158.40 |

| CB = 1.00 + FTZ = 158.40 |

| CMY = 0.85 | L3 L3 FCY = 158.40 |

| CMZ = 0.85 + L3 FTY = 158.40 |

| FYLD = 24.00 |L0 fbz = 54.23 |

| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 |

| DFF = 0.00 -0.2 Fey = 251.50 |

| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 251.50 |

| (WITH LOAD NO.) FV = 96.00 |

| fv = 1.15 |

| |

| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |

| ------------------------- |

| |

| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |

| |

| VALUE 5.7 1.1 1.0 0.0 3.4 |

| LOCATION 0.0 0.0 0.0 0.0 3.1 |

| LOADING 30 3 4 0 3 |

| |




Halaman 10

|**************************************************************************|

|* *|

|* DESIGN SUMMARY (KNS-METRE) *|

|* -------------- *|

|* *|

|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|

| FX MY MZ LOCATION |

| ====================================================== |

| PASS AISC- H2-1 0.347 3 |

| 1.39 T -0.01 -3.40 3.10 |

|* *|

|**************************************************************************|

5.2 Desain Beam

B1 : Pipe 140 x 4.5


********************************************

|--------------------------------------------------------------------------|

| Y PROPERTIES |

|************* | IN CMS UNIT |

| * |=============================| ------------ |


| * | ST PIP139.8X4.5 | --Z AY = 9.57 |


| AISC-1989 * =============================== SY = 62.66 |

| * SZ = 62.66 |

| * |<---LENGTH (M)= 5.75 --->| RY = 4.78 |

|************* RZ = 4.78 |

| |

| 2.7 (KNS-METRE) |

|PARAMETER |L4 STRESSES |

|IN KNS CMS | IN NEWTON MMS|

|--------------- + L4 L4 -------------|

| KL/R-Y= 120.17 | L4 L4 FA = 144.00 |

| KL/R-Z= 120.17 + fa = 0.03 |

| UNL = 575.00 | L4 L4 FCZ = 158.40 |

| CB = 1.00 + L4 L4 FTZ = 158.40 |




Halaman 11

| CMY = 0.85 | FCY = 158.40 |

| CMZ = 0.85 + L4 FTY = 158.40 |

| FYLD = 24.00 | L34 fbz = 43.56 |

| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 |

| DFF = 0.00 0.2 Fey = 73.10 |



| fv = 0.91 |

| |


| ------------------------- |

| |


| |

| VALUE 0.1 0.9 0.0 0.0 2.7 |

| LOCATION 0.0 5.8 0.0 0.0 0.0 |

| LOADING 34 34 4 0 4 |

| |

|**************************************************************************|

|* *|


|* -------------- *|

|* *|



| ====================================================== |

| PASS AISC- H2-1 0.275 4 |

| 0.06 T -0.11 2.73 0.00 |

|* *|

|**************************************************************************|

B2 : Pipe 140 x 4.5


********************************************

|--------------------------------------------------------------------------|

| Y PROPERTIES |

|************* | IN CMS UNIT |

| * |=============================| ------------ |


| * | ST PIP139.8X4.5 | --Z AY = 9.57 |




Halaman 12


| AISC-1989 * =============================== SY = 62.66 |

| * SZ = 62.66 |

| * |<---LENGTH (M)= 4.00 --->| RY = 4.78 |

|************* RZ = 4.78 |

| |

| 2.2 (KNS-METRE) |

|PARAMETER |L3 STRESSES |

|IN KNS CMS | IN NEWTON MMS|

|--------------- + L3 L3 -------------|

| KL/R-Y= 83.60 | L3 FA = 101.49 |

| KL/R-Z= 83.60 + L3 fa = 0.00 |

| UNL = 400.00 | L3 FCZ = 158.40 |

| CB = 1.00 + L29 L3 FTZ = 158.40 |

| CMY = 0.85 | L3 FCY = 158.40 |

| CMZ = 0.85 + FTY = 158.40 |

| FYLD = 24.00 | L28 L3 fbz = 35.28 |

| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 |

| DFF = 0.00 0.3 Fey = 151.06 |



| fv = 1.04 |

| |


| ------------------------- |

| |


| |

| VALUE -1.6 1.1 0.1 0.0 2.2 |

| LOCATION 0.0 4.0 0.0 0.0 0.0 |

| LOADING 22 29 4 0 3 |

| |

|**************************************************************************|

|* *|


|* -------------- *|

|* *|



| ====================================================== |

| PASS AISC- H1-3 0.223 3 |

| 0.01 C -0.03 -2.21 0.00 |

|* *|




Halaman 13

5.3 Rekapitulasi Rasio Struktur Baja (Output dari Staad Pro 2007)

Beam Number

Analysis Property

Design Property

Ratio Clause L/C Ax cm2 Iz cm4 Iy cm4 Ix cm4

1 PIP139.8X4.5 PIP139.8X4.5 0.413 AISC- H2-1 3 19.13 4.38E+02 4.38E+02 8.76E+022 PIP139.8X4.5 PIP139.8X4.5 0.415 AISC- H1-3 3 19.13 4.38E+02 4.38E+02 8.76E+023 PIP139.8X4.5 PIP139.8X4.5 0.149 AISC- H1-3 30 19.13 4.38E+02 4.38E+02 8.76E+024 PIP139.8X4.5 PIP139.8X4.5 0.154 AISC- H1-3 28 19.13 438 438 8765 PIP139.8X4.5 PIP139.8X4.5 0.097 AISC- H2-1 22 19.13 438 438 8.76E+026 PIP139.8X4.5 PIP139.8X4.5 0.211 AISC- H1-3 28 19.13 438 438 8.76E+029 PIP139.8X4.5 PIP139.8X4.5 0.221 AISC- H1-3 30 19.13 438 438 8.76E+0210 PIP139.8X4.5 PIP139.8X4.5 0.08 AISC- H2-1 22 19.13 438 438 8.76E+0211 PIP139.8X4.5 PIP139.8X4.5 0.267 AISC- H1-3 3 19.13 438 438 8.76E+0212 PIP139.8X4.5 PIP139.8X4.5 0.413 AISC- H2-1 3 19.13 438 438 8.76E+0213 PIP139.8X4.5 PIP139.8X4.5 0.415 AISC- H1-3 3 19.13 438 438 8.76E+0214 PIP139.8X4.5 PIP139.8X4.5 0.148 AISC- H1-3 31 19.13 438 438 87615 PIP139.8X4.5 PIP139.8X4.5 0.148 AISC- H1-3 29 19.13 438 438 87616 PIP139.8X4.5 PIP139.8X4.5 0.097 AISC- H2-1 22 19.13 438 438 87617 PIP139.8X4.5 PIP139.8X4.5 0.22 AISC- H1-3 29 19.13 438 438 87618 PIP139.8X4.5 PIP139.8X4.5 0.22 AISC- H1-3 31 19.13 438 438 87619 PIP139.8X4.5 PIP139.8X4.5 0.097 AISC- H2-1 22 19.13 438 438 87620 PIP139.8X4.5 PIP139.8X4.5 0.267 AISC- H1-3 3 19.13 438 438 87621 PIP139.8X4.5 PIP139.8X4.5 0.342 AISC- H1-3 4 19.13 438 438 87622 PIP139.8X4.5 PIP139.8X4.5 0.342 AISC- H1-3 4 19.13 438 438 87623 PIP139.8X4.5 PIP139.8X4.5 0.129 AISC- H1-3 4 19.13 438 438 876

6. DESAIN Pondasi

6.1 Reaksi Kolom

Horizontal Vertical Horizontal

Node L/C Fx kN Fy kN Fz kN

1 22 COMBINATION LOAD CASE -0.083 7.129 -0.071

3 22 COMBINATION LOAD CASE 0.082 6.709 -0.073

12 22 COMBINATION LOAD CASE -0.084 7.091 0.073

14 22 COMBINATION LOAD CASE 0.085 7.086 0.071




Halaman 14

6.2 Perhitungan Pondasi Setempat

Perhitungan Pondasi Shelter Oil Catcher 2

0.25 m

Pedestal

Footing

1. Pembebanan

1.1. Beban Vertikal1.1.1. Reaksi Struktur Atas = 0.71 ton

0.6 m

0.8

m

0.25

m

0.6

m

0.2 m




Halaman 15

1.1.2. Berat Sendiri Pondasi γ beton = 2.4 ton/m3

Berat Pedestal = 0.25 x 0.25 x 0.8 x 2.4 = 0.12 tonBerat Footing = 0.6 x 0.6 x 0.2 x 2.4 = 0.1728 ton

Total = 0.2928 ton

1.1.3. Total Beban VertikalReaksi Struktur Atas + Berat Sendiri Pondasi = 1.0057 ton

1.2. Beban Horisontal

H Reaksi Struktur Atas = 0.0085 ton

P

1.3. Beban Momen

My = Mx = H x (0.2 + 0.8) = 0.0085 ton.m

2. Cek Eksentrisitasex =My/P = 0.0085 m

ey =Mx/P = 0.0085 m1/6 By = 0.1 m ,1/6 Bx = 0.1 m

Cek:

ex =My/P < 1/6 Bx ? OK

ey =Mx/P < 1/6 By ? OK




Halaman 16

3. Cek Stabilitas

qall = 4 ton/m2

= 2.7936 ton/m2

= 0.236 ton/m2

= 0.236 ton/m2

= 3.266 ton/m2

? OK

4. Penulangan

4.1. Penulangan FootingTinjauan kritikal pada potongan A - A

qult = 1.4σ = 4.5722 ton/m2

Mu = 0.5qult.l2 = 0.7001 kN.m

Mn = Mu/0.9 = 0.7779 kN.m

f'c = 20 Mpaβ = 0.85fy = 400 Mpa

Menggunakan tulangan D 13 mm , A = 132.732 mm2

Ketebalan efektif, d = hfooting - 75 = 125 mm

= 0.0830

= 23.529

bL

A

A

d




Halaman 17

= 0.000208

= 0.0035

nilai ρ terbesar yang dipakai untuk menghitung tulangan perlu, yaitu ρmin

Tulangan perlu,0.0035 x 600 x 125 = 262.5 mm2

2Tulangan yang digunakan D13-200

Tulangan susut= 52.5 mm2

1Tulangan yang digunakan D13-250

4.2. Penulangan Pedestal

Penulangan Sleeper menggunakan = 0.0035

Tulangan perlu,0.0035 x 300 x 250 = 218.75 mm2

2Tulangan yang digunakan 4D13Sengkang menggunakan D10-150

LIRIK OC2 SE CAL 001_A (Perhitungan Oil Catcher)

Documents

Transcript of LIRIK OC2 SE CAL 001_A (Perhitungan Oil Catcher)