Report Depo Monorail

2014 DESIGN CALCULATION REPORT APMS BANDARA SOEKARNO-HATTA (PEKERJAAN DEPO)

5/14/2014

ANALISA DAN DESAIN

PT ADHI KARYA (PERSERO), TBK

APMS BANDARA SOEKARNO-HATTA

DAFTAR ISI I PENDAHULUAN ........................................................................................................................................... 1 I.1 Umum ...................................................................................................................................................... 1 I.2 Peraturan ................................................................................................................................................. 1 I.3 Material .................................................................................................................................................... 1 I.4 Pembebanan ............................................................................................................................................ 2 I.4.1 Beban

Sendiri Struktur .................................................................................................................. 2

I.4.2 Beban

Mati Tambahan.................................................................................................................. 2

I.4.3 Beban

pada Monorail ................................................................................................................... 2

I.4.4 Beban

Hidup ................................................................................................................................. 3

I.4.5 Beban

Angin .................................................................................................................................. 3

I.4.6 Beban

Gempa ............................................................................................................................... 3

I.5 Kombinasi Pembebanan .......................................................................................................................... 5 I.6 Konsep Desain .......................................................................................................................................... 5 II PERENCANAAN STRUKTUR......................................................................................................................... 7 II.1 Maintenance Building ............................................................................................................................. 7 II.1.1 Pemodelan II.1.2

Struktur .................................................................................................................... 9

Pembebanan................................................................................................................................ 9

II.1.3 Desain

Struktur .......................................................................................................................... 13

II.2 DEPO STABLING BAY ............................................................................................................................. 29 II.2.1 Pemodelan II.2.2

Struktur .................................................................................................................. 31

Pembebanan.............................................................................................................................. 31

II.2.3 Desain

Struktur .......................................................................................................................... 33

II.3 CAR BODY WASHING ............................................................................................................................. 44 II.3.1 Pemodelan II.3.2

Struktur .................................................................................................................. 45

Pembebanan.............................................................................................................................. 46

II.3.3 Desain

Struktur .......................................................................................................................... 47

i

ANALISA DAN DESAIN



DAFTAR ISI I PENDAHULUAN ........................................................................................................................................... 1 I.1 Umum ...................................................................................................................................................... 1 I.2 Peraturan ................................................................................................................................................. 1 I.3 Material .................................................................................................................................................... 1 I.4 Pembebanan ............................................................................................................................................ 2 I.4.1 Beban

Sendiri Struktur .................................................................................................................. 2

I.4.2 Beban

Mati Tambahan.................................................................................................................. 2

I.4.3 Beban

pada Monorail ................................................................................................................... 2

I.4.4 Beban

Hidup ................................................................................................................................. 3

I.4.5 Beban

Angin .................................................................................................................................. 3

I.4.6 Beban

Gempa ............................................................................................................................... 3

I.5 Kombinasi Pembebanan .......................................................................................................................... 5 I.6 Konsep Desain .......................................................................................................................................... 5 II PERENCANAAN STRUKTUR......................................................................................................................... 7 II.1 Maintenance Building ............................................................................................................................. 7 II.1.1 Pemodelan II.1.2

Struktur .................................................................................................................... 9

Pembebanan................................................................................................................................ 9

II.1.3 Desain

Struktur .......................................................................................................................... 13

II.2 DEPO STABLING BAY ............................................................................................................................. 29 II.2.1 Pemodelan II.2.2

Struktur .................................................................................................................. 31

Pembebanan.............................................................................................................................. 31

II.2.3 Desain

Struktur .......................................................................................................................... 33

II.3 CAR BODY WASHING ............................................................................................................................. 44 II.3.1 Pemodelan II.3.2

Struktur .................................................................................................................. 45

Pembebanan.............................................................................................................................. 46

II.3.3 Desain

Struktur .......................................................................................................................... 47

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ANALISA DAN DESAIN



DAFTAR TABEL

Tabel I-1 Standar Beban Mati pada Gedung ................................................................................................. 2 Tabel II-1 Penulangan Balok ........................................................................................................................ 14 Tabel II-2 Penulangan Balok (Lanjutan) ...................................................................................................... 14 Tabel II-3 Penulangan Kolom ...................................................................................................................... 15 Tabel II-4 Desain tulangan kolom ............................................................................................................... 19 Tabel II-5 Desain tulangan kolom (lanjutan) ............................................................................................... 19 Tabel II-6 Momen pada Pelat Lantai ........................................................................................................... 22 Tabel II-7 Joint Reaction (PC1) .................................................................................................................... 24 Tabel II-8 Joint Reaction PC2 ....................................................................................................................... 27 Tabel II-9 Desain tulangan balok ................................................................................................................. 33 Tabel II-10 Desain tulangan balok (lanjutan) .............................................................................................. 33 Tabel II-11 Desain Kolom ............................................................................................................................ 39 Tabel II-12 Desain Kolom (lanjutan) ............................................................................................................ 39 Tabel II-13 Momen pada Pelat Lantai ......................................................................................................... 39 Tabel II-14 Joint Reaction ............................................................................................................................ 40 Tabel II-15 Penulangan Balok Car Body Washing ....................................................................................... 47 Tabel II-16 Penulangan Balok Car Body Washing (lanjutan) ................. ........................... ................... .................. .................. .................. ................. ........ 47 Tabel II-17 Penulangan Kolom Car Body Washing ...................................................................................... 53 Tabel II-18 Penulangan Kolom Car Body Washing (lanjutan) ....................... ................................ .................. .................. .................. ................... .......... 53 Tabel II-19 Joint Reaction ............................................................................................................................ 54

ii

ANALISA DAN DESAIN



DAFTAR GAMBAR Gambar I-1 Layout Bangunan Depo .............................................................................................................. 1 Gambar I-2 Pengaturan Beban pada Roda Kereta ........................................................................................ 2 Gambar I-3 Formasi Roda Kereta .................................................................................................................. 3 Gambar I-4 Peta Spektrum Percepatan Gempa 0,2 detik (SS) Indonesia ..................................................... 4 Gambar I-5 Peta Spektrum Percepatan Gempa 1,0 detik (S1) Indonesia ..................................................... 4 Gambar I-6 Response Spektra Desain (Tanah Lunak) ................................................................................... 5 Gambar II-1 Tampak Portal Melintang ......................................................................................................... 7 Gambar II-2 Tampak Portal Memanjang ....................................................................................................... 8 Gambar II-3 Pemodelan Struktur Maintenance Building .............................................................................. 9 Gambar II-4 Input Beban Mati pada SAP2000 .............................................................................................. 9 Gambar II-5 Input Beban Hidup latai bangunan pada SAP2000 ................................................................. 10 Gambar II-6 Input Beban Hidup pada atap bangunan ................................................................................ 10 Gambar II-7 Beban hidup Crane-1 .............................................................................................................. 11 Gambar II-8 Beban Hidup Crane-2 .............................................................................................................. 11 Gambar II-9 Input Beban Kereta pada SAP2000 ......................................................................................... 12 Gambar II-10 Input Beban Rem .................................................................................................................. 12 Gambar II-11 Response Spektra Desain (Tanah Lunak ............................................................................... 13 Gambar II-12 Denah Pembalokan ............................................................................................................... 13 Gambar II-13 K1 moment capacity (P=5105kN, Mx=10000kNm) ............................................................... 16 Gambar II-14 K1 moment capacity (P=5105kN, My=5700kNm) ................................................................. 16 Gambar II-15 K2 (8000kN, Mx=15000kN-m)............................................................................................... 17 Gambar II-16 K2 (8000kN, My=9100kNm) .................................................................................................. 17 Gambar II-17 K3 moment capacity (P=693kN,Mx=6100kNm).................................................................... 18 Gambar II-18 K3 moment capacity (P=693kN, My=1928kNm)................................................................... 18 Gambar II-19 Kapasitas Kuda-kuda (Desain SAP2000)................................... Error! Bookmark not defined. Gambar II-20 Potongan Melintang Stabling Bay ......................................................................................... 29 Gambar II-21 Potongan Memanjang Stabling Bay ...................................................................................... 30 Gambar II-22 Pemodelan Stabling Bay SAP2000 ........................................................................................ 31 Gambar II-23 Input Beban Hidup SAP2000 ................................................................................................. 31 Gambar II-24 Input Beban Mati SAP2000 ................................................................................................... 32 iii

ANALISA DAN DESAIN APMS BANDARA SOEKARNO-HATTA


Gambar II-25 Input Beban Kereta pada SAP2000 ....................................................................................... 32 Gambar II-26 Potongan Melintang ............................................................................................................. 44 Gambar II-27 Potongan Memanjang .......................................................................................................... 45 Gambar II-28 Model SAP2000 ..................................................................................................................... 45 Gambar II-29 Input Beban Buggy ................................................................................................................ 46 Gambar II-30 Input Beban Hidup ................................................................................................................ 46 Gambar II-31 Kapasitas Kolom (PCA Col) .................................................................................................... 53

iv

ANALISA DAN DESAIN



I PENDAHULUAN I.1 Umum Depo merupakan salah satu bangunan prasarana dari Monorail bandara Soekarno-Hatta yang melayani perpindahan orang dari satu terminal ke terminal lainnya. Bangunan Depo terdiri dari Depo Sabling Bay, Depo Car Body Washing, dan Depo Maintenance Building.

Gambar I-1 Layout Bangunan Depo

I.2 Peraturan Peraturan-peraturan yang digunakan dalam perencaan struktur Depo adalah : -

Peraturan Pembebanan Indonesia untuk Gedung (PPIUG) 1987.

-

Persyaratan Beton Strukturan untuk Bangunan Gedung (SNI 2847 -2013).

-

Peraturan Perencanaan Ketahanan Gempa untuk Bangunan (SNI 03-1726-2012).

-

Building Code Requirements for Structural Concrete (ACI 318-08).

-

American Institute of Steel Construction – Load Resistance Factor Design (AISC – LRFD 1993).

I.3 Material Material yang digunakan adalah : -

Balok, Kolom, dan Pondasi

: Beton K-600

-

Pile Cap

: Beton K-400

-

Besi Beton

: fy=400 MPa

-

Baja

: JIS G 3106 fy=370 MPa

-

Gording

: JIS G 3131 SPHC (HOT ROLLED)

1

ANALISA DAN DESAIN



I.4 Pembebanan I.4.1

Beban Sendiri Struktur Berat sendiri adalah berat sendiri elemen struktur yaitu balok, kolom, dinding geser dan pelat

yang menggunakan material beton bertulang biasa. Namun berat sendiri ini belum termasuk beban partisi/tembok dan beban mati tambahan lainnya. I.4.2

Beban Mati Tambahan Beban mati tambahan adalah beban – beban tetap yang bekerja pada bangunan. Beban mati

tambahan ditentukan berdasarkan Peraturan Pembebanan Indonesia untuk Gedung (PPIUG) 1987. Tabel I-1 Standar Beban Mati pada Gedung

Material

Berat Jenis

Ketebalan

Beban/m2

(Kg/m3)

(mm)

(Kg/m2)

Dinding ½ Bata

250

Mortar

2000

20

Ceiling + Ducting Installation

I.4.3

40 30

Beban pada Monorail Beban yang bekerja akibat kereta pada m onorail adalah sebagai berikut :

Gambar I-2 Pengaturan Beban pada Roda Kereta -

Beban yang bekerja pada monorail (full load) P = 8 ton. Pada kereta kosong beban P = 5 ton.

-

Beban akibat gaya pengereman dan gaya pada saat starting (a = 1 m/s² ) F=m.a 2

ANALISA DAN DESAIN



Gambar I-3 Formasi Roda Kereta

Reaksi pada masing-masing roda = 5 ton (kereta kosong) Beban rem dan beban starting (F) = m .a F = 5000 kg . 1 m/s² F = 5 kN

I.4.4

Beban Hidup Beban hidup untuk tiap lantai disesuaikan dengan fungsi dan peruntukkannya. Berdasarkan code

yang digunakan maka beban hidup diambil sebagai berikut:

I.4.5

-

Beban hidup yang bekerja pada pelat lantai = 400 kg/m².

-

Beban hidup pada atap = 50 kg/m².

Beban Angin Beban angin W = 40 kg/m²

I.4.6

Beban Gempa Beban Gempa ditentukan berdasarkan SNI Gempa 03-1726-2012. Kondisi tanah di sekitar lokasi

struktur bangunan adalah tanah lunak (Kelas Situs SE). Berdasarkan peraturan terbaru yaitu SNI-17262012, gempa rencana ditetapkan mempunyai perioda ulang 2500 tahun, agar probabilitas terjadinya terbatas pada 2% selama umur gedung 50 tahun. Berdasarkan SNI 03-1726-2012, konsep desain yang digunakan adalah Life Safety Concept yaitu saat gempa besar terjadi sesuai dengan gempa r encana maka kerusakan pada struktur boleh terjadi tetapi gedung tidak boleh runtuh.

3



Gambar I-4 Peta Spektrum Percepatan Gempa 0,2 detik (SS) Indonesia

Gambar I-5 Peta Spektrum Percepatan Gempa 1,0 detik (S1) Indonesia

4



Gambar I-6 Response Spektra Desain (Tanah Lunak)

Faktor keutamaan bangunan yang digunakan yaitu I = 1,25 dengan kategori resiko III. Faktor reduksi gempa yang digunakan sesuai ketentuan SNI 03-1726-2012 Tabel 7.2-1 diambil sebesar R = 8 untuk sistem struktur rangka beton pemikul momen khusus.

I.5 Kombinasi Pembebanan Berdasarkan SNI Gempa 1726-2012 Kombinasi beban untuk metoda ultimate adalah : 1. 1,4 D 2. 1,2 D + 1,6 L + 0,5 (Lr atau R) 3. 1,2 D + 1,6(Lr atau R) + (L atau 0,5 W) 4. 1,2 D + 1 W + L + 0,5 (Lr atau R) 5. 1,2 D + 1 E + L 6. 0,9 D + 1 W 7. 0,9 D + 1 E

I.6 Konsep Desain Perencanaan elemen struktur dilakukan dengan metoda kekuatan batas (metoda ultimite) dimana nilai beban dinaikan dengan faktor beban seperti yang terdapat dalam peraturan perencanaan struktur beton, harus lebih kecil atau sama dengan kapasitas penampang yang dikalikan dengan faktor reduksi.

5

ANALISA DAN DESAIN



Faktor Reduksi Kekuatan (ø) mengikuti nilai-nilai di bawah ini : 1)

Lentur, tanpa gaya aksial merupakan fungsi regangan tarik terluar.Pada penampang elemen struktur yang memiliki perilaku tarik, nilai 0,90 dapat digunakan yaitu saat nilai regangan baja tulangan terluar yang mengalami tarik tidak kurang dari 0,005.

2)

Geser dan Torsi

3)

Gaya aksial, dan gaya aksial dengan lentur :

=

0,75

-

Aksial tarik, dan aksial tarik dengan lentur

=

0,90

-

Aksial tekan, dan aksial tekan dengan lentur

=

0,65

4)

Dengan penulangan geser biasa

=

0,65

5)

Tumpuan pada beton

=

0.75

6

ANALISA DAN DESAIN



II PERENCANAAN STRUKTUR II.1 Maintenance Building

Gambar II-1 Tampak Portal Melintang

7



Gambar II-2 Tampak Portal Memanjang

8


II.1.1


Pemodelan Struktur

Gambar II-3 Pemodelan Struktur Maintenance Building II.1.2

Pembebanan

a)

Beban Sendiri Struktur dan Beban Mati Tambahan (Beban dinding = 250 kg/m²)

Gambar II-4 Input Beban Mati pada SAP2000

9


b)


Beban Hidup = 400 kg/m²

Gambar II-5 Input Beban Hidup latai bangunan pada SAP2000

Gambar II-6 Input Beban Hidup pada atap bangunan

10

ANALISA DAN DESAIN



Gambar II-7 Beban hidup Crane-1

Gambar II-8 Beban Hidup Crane-2

11

ANALISA DAN DESAIN



c)

Beban Kereta

Gambar II-9 Input Beban Kereta pada SAP2000

d)

Beban Rem dan Beban Starting

Gambar II-10 Input Beban Rem

12

ANALISA DAN DESAIN



e)

Beban Gempa

Gambar II-11 Response Spektra Desain (Tanah Lunak II.1.3

Desain Struktur

A. Desain Balok

Gambar II-12 Denah Pembalokan

13

ANALISA DAN DESAIN



Tabel II-1 Penulangan Balok Mu (kNm) M33 Tump M22

B1150.90 L=20

M33 Lap M22 M33 Tump M22

B1150.90 L=8

M33

B370.40

Lap Tump Lap

As tul (mm²)

A s m in (mm ²) 5139, 32 5014,8 4987, 13 4987, 13 5014,8

C ek OK OK OK OK OK

β

ρ

0,75 ρb

cek

0,005 0,013 0,005 0,005 0,007

0,03658 0,03658 0,03658 0,03658 0,03658

OK OK OK OK OK

0 6303 1358 1358 2430

900 1500 900 1500 1500 900 1500 900 900 1500

1362 1329 793 793 1329

20 20 20 20 20

8 20 8 8 10

32 32 32 32 32

6436, 571 16091,43 6436, 571 6436, 571 8045,714

M( -) M( +) M( -)

0 114 114

900 1500 1500 900 1500 900

1329 793 793

20 20 20

10 10 10

32 32 32

8045, 714 5014, 8 4186, 35 OK 0,85 8045, 714 4987, 13 4163, 25 OK 0,85 8045, 714 4987, 13 4163, 25 OK 0,85

M( +) M( -) M( +) M( -) M( +)

1680 2817 1141 1141 330

900 1 500 900 1 500 1500 9 00 1500 9 00 900 1500

1362 1329 793 793 1329

8 8 8 8 8

8 9 8 8 9

32 32 32 32 32

6436, 571 5139, 32 4290, 3 OK 7241, 143 5 014, 8 4186, 35 OK 6436, 571 4987, 13 4163, 25 OK 6436, 571 4987, 13 4163, 25 OK 7241, 143 5014, 8 4186, 35 OK

0,85 0,85 0,85 0,85 0,85

a (mm)

a/d

0,375 β

Cek

φ Mn ( kN -m)

ce k

74,7895 186,974 44,8737 44,8737 93,4869

0,0549 0,1407 0,0566 0,0566 0,0703

0,31875 0,31875 0,31875 0,31875 0,31875

OK OK OK OK OK

0,9 0,9 0,9 0,9 0,9

3069,32987 7157,22162 1785,52251 1785,52251 3714,00118

OK OK OK OK OK

0,007 0,03658 0,007 0,03658 0,007 0,03658

OK 93,4869 0,0703 0,31875 OK 56,0921 0,0707 0,31875 OK 56,0921 0,0707 0,31875

OK OK OK

0,9 3714,00118 0,9 2215,6563 0,9 2215,6563

OK OK OK

0,005 0,006 0,005 0,005 0,006

OK OK OK OK OK

0,31875 0,31875 0,31875 0,31875 0,31875

OK OK OK OK OK

0,9 0,9 0,9 0,9 0,9

3069,32987 3354,78619 1785,52251 1785,52251 3354,78619

OK OK OK OK OK

0,03658 0,03658 0,03658 0,03658 0,03658

74,7895 84,1382 44,8737 44,8737 84,1382

0,0549 0,0633 0,0566 0,0566 0,0633

981

900

1500

1329

8

9

32

7241, 143

4186, 35 OK 0,85

0,006 0,03658

OK 84,1382 0,0633 0,31875

OK

0,9 3354,78619

OK

99 99

1500 1500

9 00 9 00

793 793

8 8

9 9

32 32

7241, 143 4987, 13 4163, 25 OK 0,85 7241, 143 4987, 13 4163, 25 OK 0,85

0,006 0,03658 0,006 0,03658

OK 50,4829 0,0637 0,31875 OK 50,4829 0,0637 0,31875

OK OK

0,9 2001,40175 0,9 2001,40175

OK OK

M33

M( +) M( -)

311 1723

600 600

1000 1 000

921 921

15 15

4 8

32 32

3218, 286 2316, 85 6436, 571 2316, 85

1934, 1 1934, 1

OK 0,85 OK 0,85

0,006 0,03658 0,012 0,03658

OK 56,0921 0,0609 0,31875 OK 112,184 0,1218 0,31875

OK OK

0,9 1034,56112 0,9 2004,13487

OK OK

M33

M( +)

1345

600 1 000

921

15

6

32

4827, 429 2316, 85 1934, 1

OK 0,85

0,009 0,03658

OK 84,1382 0,0914 0,31875

OK

0,9 1527,47142

OK

M33

M( -)

18

600

1000

921

15

6

32

4827, 429 2316, 85

1934, 1

OK 0,85

0,009 0,03658

OK 84,1382 0,0914 0,31875

OK

0,9 1527,47142

OK

M33 M33

M( +) M (- )

49 450

400 400

700 700

624 624

15 15

6 8

22 22

2281, 714 1046, 48 3042, 286 1046, 48

8 73, 6 8 73, 6

OK 0,85 OK 0,85

0,009 0,03658 0,012 0,03658

OK 59,6527 0,0956 0,31875 OK 79,5369 0,1275 0,31875

OK OK

0,9 488,064438 0,9 639,863758

OK OK

M33

M (+)

131

400

700

624

15

6

22

2281, 714 1046, 48

873, 6

OK 0,85

0,009 0,03658

OK 59,6527 0,0956 0,31875

OK

0,9 488,064438

OK

M33

M( -)

0

400

700

624

15

6

22

2281, 714 1046, 48

8 73, 6

OK 0,85

0,009 0,03658

OK 59,6527 0,0956 0,31875

OK

0,9 488,064438

OK

M33

5014, 8

4290, 3 4186,35 4163, 25 4163, 25 4186,35

0,85 0,85 0,85 0,85 0,85

M( +) M(-) M( +) M( -) M(+)

Cek Kapasitas Lentur

tension-controlled (a/d<0,375 β )

Rasio Tul ρ < 0,75 ρb < 0,025

M( -)

M22 Tump

Cek As min

L n D (m) tul (mm)

M( +) M( -)

Lap

B2100.60

Dimensi b h de (mm) (mm) (mm)

Tabel II-2 Penulangan Balok (Lanjutan) Hitung Probable Shear Capacities apr

Mpr

Vpr

Vgr

Vtot

Hitung Tulangan Sengkang Vc

D

n

(mm) (kNm) (kN) 93,487 4232,87 423,287 233,72 9752,54 975,254

(kN) 3674 3674

Vs (kN) (kN) (kN) 4097,29 1370,5 4092,56 4649,25 1337,3 4861,73

Av s kaki 16 5 1005,7 133,88 16 5 1005,7 109,969

56,092 2461,84 246,184

1130

1376,18 1329,9 505,011

16

2

56,092 2461,84 246,184

1130

1376,18 1329,9 505,011

16

116,86 5111,32 511,132

364

875,132 1337,3 -170,44

116,86 5111,32 511,132

364

70,115 3049,09 304,909

139

70,115 3049,09 304,909 93,487 4232,87 1058,22

Cek Kebutuhan Tul, Torsi At

Al

(mm ²)

(mm ²)

45

NN

NN

45

NN

NN

NN

45

NN

NN

370,0958

NN

45

NN

NN

325

384,95878

NN

45

NN

NN

325

384,95878

NN

45

NN

NN

325

370,0958

NN

45

NN

NN

OK

325

370,0958

NN

45

NN

NN

5481,944

OK

360,3

398,41525

NN

45

NN

NN

100

5349,122

OK

360,3

384,95878

NN

45

NN

NN

100

5319,606

OK

360,3

370,0958

NN

45

NN

NN

100

5319,606

OK

360,3

370,0958

NN

45

NN

NN

200

5349,122

OK

325

384,95878

NN

45

NN

NN

maka

Vs max

Tu

Cek

Tu max

s 100 100

5349,122

(kNm) OK 360,3 OK 360,3

402,29 252,678

100

5319,606

OK

360,3

370,0958

2

402,29 252,678

100

5319,606

OK

360,3

16

2

402,29 -1254,7

200

5349,122

OK

875,132 1337,3 -170,44

16

2

402,29 -1254,7

200

5349,122

OK

443,909 1329,9 -738,02

16

2

402,29

-172,9

200

5319,606

OK

139

443,909 1329,9 -738,02

16

2

402,29

-172,9

200

5319,606

874

1932,22 1370,5 1205,8

16

5

1005,7 454,396

100

105,17 4621,35 1155,34

874

2029,34 1337,3 1368,5

16

5

1005,7 390,674

56,092 2461,84

615,46

2828

3443,46 1329,9 3261,38 16

2

402,29 39,1261

56,092 2461,84

615,46

2828

3443,46 1329,9 3261,38 16

2

402,29 39,1261

195

1350,34 1337,3 463,168

2

402,29 461,722

105,17 4621,35 1155,34

16

5481,944

Ao(Luas

(kNm) terkekang) 398,41525 NN 384,95878 NN

θ

105,17 4621,35 1155,34

195

1350,34 1337,3 463,168

16

2

402,29 461,722

200

5349,122

OK

325

384,95878

NN

45

NN

NN

63,104 2756,88 689,219

1473

2162,22 1329,9 1553,06

16

2

402,29 82,1637

200

5319,606

OK

325

370,0958

NN

45

NN

NN

63,104 2756,88 689,219

1473

2162,22 1329,9 1553,06

16

2

402,29 82,1637

200

5319,606

OK

325

370,0958

NN

45

NN

NN

70,115 1425,61 190,081

743

933,081 617,83 626,282

13

3

398,36 234,327

150

2471,302

OK

47

120,41535

NN

45

NN

NN

140,23 2738,39 365,119

743

1108,12 617,83 859,666

13

3

398,36 170,711

150

2471,302

OK

47

120,41535

NN

45

NN

NN

105,17

2096,1

279,48

217

496,48 617,83 44,1482

13

3

398,36 3324,14

150

2471,302

OK

17

120,41535

NN

45

NN

NN

105,17

2096,1

279,48

217

496,48 617,83 44,1482

13

3

398,36 3324,14

150

2471,302

OK

17

120,41535

NN

45

NN

NN

74,566

669,36

89,2481

116

205,248 279,06 -5,3972

10

3

235,71 -10901

150

1116,245

OK

22

36,490391

NN

45

NN

NN

99,421 873,576 116,477

16

132,477 279,06 -102,43

10

3

235,71 -574,41

150

1116,245

OK

22

36,490391

NN

45

NN

NN

74,566

669,36

89,2481

116

205,248 279,06 -5,3972

10

3

235,71 -10901

200

1116,245

OK

22

36,490391

NN

45

NN

NN

74,566

669,36

89,2481

116

205,248 279,06 -5,3972

10

3

235,71 -10901

200

1116,245

OK

22

36,490391

NN

45

NN

NN

14

ANALISA DAN DESAIN



B. Desain Kolom

Tabel II-3 Penulangan Kolom

Dimensi kolom : K1 : K2

:

K3

:

b = 900 mm h = 1500 mm b = 900 mm h = 1500 mm b = 500 mm h = 1500 mm

15



Gambar II-13 K1 moment capacity (P=5105kN, Mx=10000kNm)

Gambar II-14 K1 moment capacity (P=5105kN, My=5700kNm)

16



Gambar II-15 K2 (8000kN, Mx=15000kN-m)

Gambar II-16 K2 (8000kN, My=9100kNm)

17



Gambar II-17 K3 moment capacity (P=693kN,Mx=6100kNm)

Gambar II-18 K3 moment capacity (P=693kN, My=1928kNm)

18

ANALISA DAN DESAIN



Tabel II-4 Desain tulangan kolom Pu

K- 900. 1600 K- 900. 1600 K- 700. 1500

Dimensi

Mu

Ce k

b mm mm

h mm

cove r mm mm

Pu>0,1Agfc'

Tul. Longitudinal

b>300

b/h > 0,4

D mm

n

As mm²

Cek ρg

0,01<ρg<0,06

1,2ΣMb

ΣMc

kN-m

kN-m

Cek

kN

kN-m

M33

5104

6981

900

1600

50

OK OK

OK

OK

32

40 32182,8 32182,86 0,022 0,022349 349

OK

8588 8588,4 ,4

1288 12880 0

OK

M22

5104

3205

1600

900

50

OK OK

OK

OK

32

40 32182,8 32182,86 0,022 0,022349 349

OK

4800

6102,4

OK

M33

8017

3473

900

1600

50

OK OK

OK

OK

32

60 48274,2 48274,29 0,033 0,033524 524

OK

9579 9579,6 ,6

1120 11200 0

OK

M22

8017

3175

1600

900

50

OK OK

OK

OK

32

60 48274,2 48274,29 0,033 0,033524 524

OK

2067,6

7280

OK

M33

693

3167

700

1500

50

OK OK

OK

OK

32

36 28964,5 28964,57 0,027 0,027585 585

OK

1079 1079,58 ,58

4880 4880

OK

M22

693

746

1500

500

50

OK OK

OK

OK

32

36 28964,5 28964,57 0,038 0,038619 619

OK

1079,58

154 1542,4 2,4

OK

Tabel II-5 Desain tulangan kolom (lanjutan) Confinement hc mm

Ach mm²

Panjang hoop dipasang

D mm

n

s mm

Ash/s min Ash/s min As/s Cek mm²/mm mm²/mm mm²/mm

spasi maksimum minimum dari

16

4

100 100

768 768

1200 120000 000 0 5,05 5,0575 7560 6098 98 7,586 7,58634 3415 15 8,045 8,04571 714 4

OK 2 25 25

192

279

OK

16

8

100 100

1468 1468

1200 120000 000 0 9,66 9,6673 7317 1707 07 14,5 14,500 0097 976 6 16,0 16,091 9143 43

OK 2 25 25

192

124

OK

16

4

100 100

768 768

1200 120000 000 0 5,05 5,0575 7560 6098 98 7,586 7,58634 3415 15 8,045 8,04571 714 4

OK 2 25 25

192

279

OK

16

8

100 100

1468 1468

1200 120000 000 0 9,66 9,6673 7317 1707 07 14,5 14,500 0097 976 6 16,0 16,091 9143 43

OK 2 25 25

192

124

OK

maksimum dari h joint 1/6 L

Cek

16

3

100

568

8400 840000 00 4,67 4,675609 560976 76 5,6 5,61073 107317 17 6,03 6,0342 4286 86

OK 1 75 75

192

324

OK

16

8

100 100

1368 1368

5600 560000 00 15,282 15,28275 7526 26 13,5 13,513 1317 171 1 16,091 16,09143 43

OK 1 25 25

192

146

OK

L

Hoop lapangan

mm

s min mm

18 1850

1333,333

4 50 50

1850

192

18 1850

1333,333

4 50 50

1850

192

18 1850

1333,333

4 50 50

1850

192

C. Desain Corbel

19



20



21

ANALISA DAN DESAIN



D.

Desain Pelat Lantai

Tabel II-6 Momen pada Pelat Lantai

Lap Tump





Tebal pelat

= 20 cm

Cover

= 2 cm

M11

M22

M12

KN-m/m

KN-m/m

KN-m/m

48,3693 -50,9464

58,7969 -60,4188

4,8689 -4,8249

Desain Tulangan Memanjang Pelat (arah-x) M11 Lap

= D13 – 130

φ Mn = 53 kN -m/m

Tump

= D13 – 130

φ Mn = 53 kN -m/m

Desain Tulangan Melintang Pelat (arah-y) M22 Lap

= D13 – 100

φ Mn = 68 kN-m/m

Tump

= D13 – 100

φ Mn = 68 kN-m/m

E. Desain Kuda-Kuda Profil yang digunakan (Kuda-kuda primer dan sekunder) : WF-450.200.9.14

22

ANALISA DAN DESAIN



F. 

Desain Pondasi PILE CAP 1

Kebutuhan pondasi tiang pancang

Pile Properties Type

:

Concrete Spun Pi l e

Shape

:

Di a meter

:

1,00

m

Area

:

0,785

m

Perimeter

:

3,142

m

Uni t wei ght

:

24,00

kN

ci rcl e 2

Calculation Depth of Pile

Depth Ultimate Comp

30 9500,22

m kN

Ultimate Pullout Allowable Comp

4938,42 4125,41

kN kN

Allowable Pullout

1646,14

kN

23

ANALISA DAN DESAIN



Tabel II-7 Joint Reaction (PC1)

DL LL

F1

F2

F3

M1

M2

M3

KN

KN

KN

KN-m

KN-m

KN-m

max

38,393

278,666

min

-38,393

-223,242 2725,589

max

309,599

541,655

6016,41

2813,837

2174,89

47,3403

min

-272,438 -597,454

270,571

-2222,7

-1974,81

-53,3825

5666,221 573,9648 891,9434 -103,61

-891,943

29,8232 -29,8232

DESAIN PILE CAP

24



25



26

ANALISA DAN DESAIN





PILE CAP 2 Tabel II-8 Joint Reaction PC2

DL LL

F1

F2

F3

M1

M2

M3

KN

KN

KN

KN-m

KN-m

KN-m

max

39,609

-31,745

min

-39,609

-42,871

max

224,615

233,676

min

-211,724

-300,071

2537,457 149,7301 832,6576 1698,17

16,0064

112,0876 -832,658

-16,0064

2484,935 2109,354 1997,706

19,9645

63,872

-1789,08

-1899,57

-20,704

DESAIN PILE CAP

27



28



II.2 DEPO STABLING BAY

Gambar II-19 Potongan Melintang Stabling Bay

29



Gambar II-20 Potongan Memanjang Stabling Bay

30


II.2.1


Pemodelan Struktur

Gambar II-21 Pemodelan Stabling Bay SAP2000 II.2.2

Pembebanan

a)

Beban Hidup

Gambar II-22 Input Beban Hidup SAP2000

31

ANALISA DAN DESAIN



b)

Beban Mati Beban Mati berasal dari berat sendiri Balok Guideway

Gambar II-23 Input Beban Mati S AP2000

c)

Beban Hidup (Beban kereta)

Gambar II-24 Input Beban Kereta pada SAP2000

32

ANALISA DAN DESAIN



II.2.3

A.

Desain Struktur

Desain Balok Tabel II-9 Desain tulangan balok Mu (kNm) M33

B1120.60

B2185.60

B2-

Tump

M3 3

L ap

M33

Tump

M3 3

L ap

M33

Tump

M3 3

L ap

M22

Tump

M2 2

L ap

185.11 0


Cek As min

L n D (m) tul (mm)

As tul (mm²)

A s m in ( mm ²)

C ek

0,375 β

Cek

M n ( kN -m)

ce k

M(+)

4,5305

600

1200

1096

15

4

32

3218,286 2757,07 2301,6

OK 0,85

0,005 0,03658

OK 56,0921 0,0512 0,31875

OK

0,9 1237,31312

OK

M(-)

1845,19

600

1200

1096

15

8

32

6436,571 2757,07 2301,6

OK 0,85

0,01

0,03658

OK 112,184 0,1024 0,31875

OK

0,9 2409,63887

OK

M( +)

94 7

600 1 20 0

109 6

15

4

32

321 8, 286 275 7, 07 2 301, 6

OK 0,85

0,005 0,03658

OK 56,0921 0,0512 0,31875

OK

0,9 1237,31312

OK

M( -) M( +)

0 146

600 1 200 600 1 850

1096 1746

15 10

4 6

32 32

3218, 286 2757, 07 4827, 429 4 392, 2

2301, 6 3666, 6

OK 0,85 OK 0,85

0,005 0,03658 0,005 0,03658

OK 56,0921 0,0512 0,31875 OK 84,1382 0,0482 0,31875

OK OK

0,9 1237,31312 0,9 2961,21771

OK OK

600

β

ρ

cek



Rasio Tul ρ < 0,75 ρb < 0,025 0,75 ρb

a (mm)

a/d

φ

M( -)

3 095

1 85 0

174 6

10

8

32

643 6, 571

4 392, 2

36 66, 6

OK 0,85

0,006 0,03658

OK 112,184 0,0643 0,31875

OK

0,9 3915,79659

OK

M( +)

567

600 1 850

1746

10

6

32

4827, 429 4 392, 2

3666, 6

OK 0,85

0,005 0,03658

OK 84,1382 0,0482 0,31875

OK

0,9 2961,21771

OK

M( -) M( +)

0 0

600 1850 1100 185 0

1746 172 1

10 10

6 10

32 32

4827, 429 4392, 2 3 666, 6 804 5, 714 793 7, 06 66 25, 85

OK 0,85 OK 0,85

0,005 0,03658 0,004 0,03658

OK 84,1382 0,0482 0,31875 OK 76,4893 0,0444 0,31875

OK OK

0,9 2961,21771 0,9 4874,02881

OK OK

M(-)

1981

1100 1850

1721

10

10

32

8045,714 7937,06 6625,85

OK 0,85

0,004 0,03658

OK 76,4893 0,0444 0,31875

OK

0,9 4874,02881

OK

M(+)

480

1100 1850

1721

10

10

32

8045,714 7937,06 6625,85

OK 0,85

0,004 0,03658

OK 76,4893 0,0444 0,31875

OK

0,9 4874,02881

OK

M( -)

0

1100 185 0

172 1

10

10

32

804 5, 714 793 7, 06 66 25, 85

OK 0,85

0,004 0,03658

OK 76,4893 0,0444 0,31875

OK

0,9 4874,02881

OK

M(+) M(-)

1400 1400

1850 1100 1850 1100

1021 1021

10 10

10 10

32 32

8045,714 7919,24 6610,98 8045,714 7919,24 6610,98

OK 0,85 OK 0,85

0,004 0,03658 0,004 0,03658

OK 45,4801 0,0445 0,31875 OK 45,4801 0,0445 0,31875

OK OK

0,9 2891,41716 0,9 2891,41716

OK OK

M(+)

156

1850 1100

1021

10

10

32

8045,714 7919,24 6610,98

OK 0,85

0,004 0,03658

OK 45,4801 0,0445 0,31875

OK

0,9 2891,41716

OK

M(-)

156

1850 1100

1021

10

10

32

8045,714 7919,24 6610,98

OK 0,85

0,004 0,03658

OK 45,4801 0,0445 0,31875

OK

0,9 2891,41716

OK

Tabel II-10 Desain tulangan balok (lanjutan) Hitung Probable Shear Capacities apr

Mpr

Vpr

Vgrv

Hitung Tulangan Sengkang

(mm) (kNm) (kN) 70,115 1707,21 227,628 140,23 3301,59 440,212

(kN) 778 778

Vtot

Vc Vs (kN) D (kN) (kN) 1005,63 735,22 605,618 13 1218,21 735,22 889,064 13

70,115 1707,21 227,628

102

329,628 735,22 -295,72

13

2

265,57 -393,71

200

70,115 1707,21 227,628

102

329,628 735,22 -295,72

13

2

265,57 -393,71

105,17 4087,42 817,483

2743

3560,48 1171,3 3576,06 16

4

140,23 5393,48

2743

3821,7 1171,3 3924,34

16

105,17 4087,42 817,483

534

1351,48 1171,3 630,725

105,17 4087,42 817,483

534

1351,48 1171,3 630,725

95,612 6731,02

1346,2

95,612 6731,02 95,612 6731,02 95,612 6731,02

Cek Kebutuhan Tul, Torsi

n maka Av s Vs max kaki s 2 265,57 192,244 150 2940,877 3 398,36 196,431 150 2940,877

Tu

Cek

Tu max

Ao(Luas

At

Al

(mm ²)

(mm ²)

45

NN

NN

45

NN

NN

OK

2940,877

OK

17

152,92802

NN

45

NN

NN

200

2940,877

OK

17

152,92802

NN

45

NN

NN

804,57 157,132

150

4685,01

OK

47

280,57714

NN

45

NN

NN

4

804,57 143,186

100

4685,01

OK

47

280,57714

NN

45

NN

NN

16

2

402,29 445,45

200

4685,01

OK

17

280,57714

NN

45

NN

NN

16

2

402,29 445,45

200

4685,01

OK

17

280,57714

NN

45

NN

NN

1678

3024,2 2116,6 1915,72 13

3

398,36 143,147

150

8466,201

OK

301

761,96205

NN

45

NN

NN

1346,2

1678

3024,2 2116,6 1915,72 13

4

531,14 190,862

150

8466,201

OK

301

761,96205

NN

45

NN

NN

1346,2

343

1689,2 2116,6 135,722

13

2

265,57 1347,01

200

8466,201

OK

301

761,96205

NN

45

NN

NN

1346,2

343

1689,2 2116,6 135,722

13

2

265,57 1347,01

200

8466,201

OK

301

761,96205

NN

45

NN

NN

1078,7

OK

(kNm) terkekang) 152,92802 NN 152,92802 NN

θ

(kNm) 62 62

56,85

3992,99 798,597

1678

2476,6 2111,8 1190,33 13

3

398,36 136,675

150

8447,194

OK

301

745,33423

NN

45

NN

NN

56,85

3992,99 798,597

1678

2476,6 2111,8 1190,33 13

4

531,14 182,234

150

8447,194

OK

301

745,33423

NN

45

NN

NN

56,85

3992,99 798,597

343

1141,6 2111,8 -589,67

13

2

265,57 -183,93

200

8447,194

OK

301

745,33423

NN

45

NN

NN

56,85

3992,99 798,597

343

1141,6 2111,8 -589,67

13

2

265,57 -183,93

200

8447,194

OK

301

745,33423

NN

45

NN

NN

33

ANALISA DAN DESAIN



B. Desain Ledge Beam 

B-2 Vu =

550 kN

fc' =

45 Mpa

Nuc =

1035 kN

fy =

400 Mpa

h=

600 mm

φ =

0,65

b=

500 mm

μ =

1,4

1. Bearing Capacity

bearing size panjang

b=

600 mm

lebar

l=

500 mm

fy =

400 MPa

bearing pad capacity Vu

≤

b h fy

550

≤

120000

OK

concrete bearing strength Vu

≤

φ (0,85 f c' A1)

550

≤

7458,75

OK

34

ANALISA DAN DESAIN



2. Shear

W= av = d= S= c=

600 mm 0 mm 521 mm 2000 mm 2000 mm

S = jarak antara (center) bearing c = jarak (center) bearing ke ujung ledge (end of ledge)

for typical condition

Weef ≤ (W + 4 av) Weef ≤ S

Weef =

600 mm

Weef =

600 mm

for ledge end condition

Weef ≤ 2c Weef ≤ (W + 4 av) Weef ≤ S Maka lebar eff (Weff) = •

•

•

600 mm

Vu 550 kN

< <

0,2 φ fc' (Weff + 4 av)d

Vu 550 kN

< <

φ (34+0,08 fc')Weff d 7639,944 kN

Vu 550 kN

< <

φ 110 (Weff d)

1828,71 kN

22350,9 kN

OK

OK

OK

Menentukan Tulangan geser Avf = Vu/( φ fy μ) 2,5183 mm²/mm

Avf = 3. Punching Shear

Perimeter for punching shear df = 521 mm L=

500 mm

λ =

1

Per = ( W+df+L+df) df 1E+06 mm²

Per = Vu 550 kN

≤

4 φ λ √fc' Per

≤

19464,21 kN

OK

35

ANALISA DAN DESAIN



4. Flexure

af = d= h= jd =

408,33 mm 521 mm 600 mm 416,8 mm

Momen yang bekerja pada ledge Mu = Vu af + Nuc (h-d) Mu = 224,67 kN-m Menentukan tulangan lentur Af = Mu / (φ fy jd) Af = 3,4553 mm²/mm 5. Tension Reinforcement

An = Nuc /( φ fy) An = 3,9808 mm²

USE 4

D

13 An =

100 5,31 mm²/mm

OK

13 Av =

200 1,33 mm²/mm

OK

25 Asc =

100 4,91 mm²/mm

OK

6. Hanger Reinforcement

s=

150 (jarak sengkang)

Av = Vu s/( φ 0,5 fy) Weff Av = 1,0577 mm²/mm

USE 2

D

7. Reinforcement ledge

Asc = 2/3 Avf Asc =

1,6789 mm²/mm

Asc = Af Asc =

3,4553 mm²/mm

Asc = (fc'/fy) Asc =

0,1125 mm²/mm

Asc =

3,4553 mm²/mm

USE D

36

ANALISA DAN DESAIN





B-3 Vu = Nuc =

550 kN 1035 kN

h= b=

fc' = fy =

600 mm 500 mm

φ = μ =

45 Mpa 400 Mpa 0,65 1,4

1. Bearing Capacity

bearing size panjang b = lebar l= fy =

600 mm 500 mm 400 MPa

bearing pad capacity Vu b h fy ≤ 550 120000 ≤

OK

concrete bearing strength ≤ φ ( 0,85 f c' A1) Vu ≤ 550 7458,75

OK

2. Shear

W= av = d= S= c=

600 mm 0 mm 521 mm 2000 mm 2000 mm


for typical condition Weef ≤ (W + 4 av)

Weef =

600 mm

Weef =

600 mm

Weef ≤ S for ledge end condition


•

•

600 mm

2Vu 1100 kN

< <

0,2 φ fc' (Weff + 4 av)d 1828,71 kN

OK

2Vu 1100 kN

< <

φ (34+0,08 fc')Weff d 7639,944 kN

OK

2Vu 1100 kN

< <

φ 110 (Weff d) 22350,9 kN

OK

Menentukan Tulangan geser Avf = Vu/( φ fy μ) Avf =

2,5183 mm ²/mm

37

ANALISA DAN DESAIN



3. Punching Shear

Perimeter for punching shear df = 521 mm L= 500 mm λ = 1 Per = (W+df+L+df) df Per = 1E+06 mm² Vu 550 kN

≤ ≤

4 φ λ √fc' Per 19464,21 kN

OK

4. Flexure

af = d= h= jd =

408,33 mm 521 mm 600 mm 416,8 mm


An = 2Nuc /( φ fy) An = 7,9615 mm²

USE 4

D

16 An =

100 8,05 mm²/mm

OK

16 Av =

150 2,68 mm²/mm

OK

16 Asc =

100 4,02 mm²/mm

OK


s=


Av = 2Vu s/( φ 0,5 fy) Weff Av = 2,1154 mm²/mm

USE 2

D


Asc = 2/3 Avf Asc =

1,6789 mm²/mm

Asc = Af Asc =

3,4553 mm²/mm


0,1125 mm ²/mm

USE 2

Asc =

3,4553 mm²/mm

D

38

ANALISA DAN DESAIN



C. Desain Kolom Tabel II-11 Desain Kolom Pu

K- 1600. 1600

Dimensi

Mu

h mm

Cek cover Pu>0,1Agfc' mm

Tul. Longitudinal

ΣMc

kN-m

kN-m

Cek

kN-m

M33

7758

3164

1600

1600

100

OK

OK

OK

32

32 25746,29 0,010057

OK

2271,786

16000

OK

M22

7758

3823

1600

1600

100

OK

OK

OK

32

32 25746,29 0,010057

OK

1359,856

16000

OK

n

As mm²

1,2ΣMb

kN

b>300

D b/h > 0,4 mm

Cek

b mm

ρg

0,01<ρg<0,06

Tabel II-12 Desain Kolom (lanjutan) Confinement D mm

n

s mm

hc mm

Ach mm²

16

7

100

1368 1960000 13,7889497 13,513171

16

7

100

1368 1960000 13,7889497 13,513171


A sh/s min Ash/s min As/s mm²/mm mm²/mm mm²/mm

Cek


Cek

14,08

OK

400

192

146

OK

1 850

1333, 333

14,08

OK

400

192

146

OK

1 850

1333, 333

L


Hoop lapangan

Tulangan Geser Vu kN

φVc

mm

s min mm

450

1850

192

873

1969,5

tdkperlu tul geser

450

1850

192

873

1969,5

tdkperlu tul geser

kN

Vu > 0,5 φVc

D. Desain Pelat Lantai Tebal pelat

= 20 cm

Cover

= 2 cm Tabel II-13 Momen pada Pelat Lantai

Lap Tump





M11

M22

M12

KN-m/m

KN-m/m

KN-m/m

23,32 -31,93

34,62 -51,49

7,3 7,3


= D13 – 150

φ Mn = 46,13 kN-m/m

Tump

= D13 – 150

φ Mn = 46,13 kN-m/m


= D13 – 100

φ Mn = 68 kN-m/m

Tump

= D13 – 100

φ Mn = 68 kN-m/m

39

ANALISA DAN DESAIN



E. Desain Pondasi Tabel II-14 Joint Reaction

DL LL

F1

F2

F3

M1

M2

M3

KN

KN

KN

KN-m

KN-m

KN-m

max

246,124

271,025

min

-246,124 -273,195 1477,642 -633,071 -556,156 -48,1377

max

314,043

408,752

1257,14

1724,085 1514,189

57,1589

min

-348,596

-409,004

42,587

-1733,22

-59,7089

4467,198 609,7406 556,1559

-1701,84

48,1377

Kebutuhan pondasi tiang pancang

Pile Properties Type

:

Shape

:

Concrete Spun Pi l e

Di a meter

:

1,00

m

Area

:

0,785

m

Perimeter

:

3,142

m

Uni t wei ght

:

24,00

kN

ci rcl e 2

Calculation Depth of Pile

Depth Ultimate Comp

30 9500,22

m kN

Ultimate Pullout Allowable Comp

4938,42 4125,41

kN kN

Allowable Pullout

1646,14

kN

40

ANALISA DAN DESAIN



Joint reaction F1

DL LL+EQ

F2

KN 246,124 503,978

F3

M1

M2

KN KN KN-m KN-m 273,195 4467,198 633,0705 556,1559 628,972 1347,43 2582,243 2375,355

M3

KN-m 48,1377 93,9553

F3 tot = F3 + M1/y + M2/x lengan momen x=

Akibat DL F3 tot = akibat LL + EQ F3 tot =

0,5

m

6511,916 kN 5733,339 kN

KEBUTUHAN (JUMLAH PILE) F3 = pile capacity =

12245,26 kN 4125,41 kN

n pile = F3 tot / pile capacity n pil e = 2,968252

Desain Pile Cap

41



42



43

ANALISA DAN DESAIN



II.3 CAR BODY WASHING

Gambar II-25 Potongan Melintang

44

ANALISA DAN DESAIN



Gambar II-26 Potongan Memanjang II.3.1

Pemodelan Struktur

Gambar II-27 Model SAP2000

45

ANALISA DAN DESAIN



II.3.2

a)

Pembebanan

Beban Buggy

Gambar II-28 Input Beban Buggy

b)

Beban Mesin Pencuci

Gambar II-29 Input Beban Hidup

46

ANALISA DAN DESAIN



II.3.3

A.

Desain Struktur

Desain Balok Tabel II-15 Penulangan Balok Car Body Washing Mu (kNm) M33

Tump

M33

L ap

M33

Tump

M33

L ap

M33

Tump

M33

L ap

M22

Tump

M22

L ap

B1

B2

B3

M(+)

0

M( -) M( +)

201 5 904


Cek As min

L n D (m) tul (mm)

As tul (mm²)

0,375 β

Cek

φ Mn (kN- m)

ce k

1000

918

15

4

32

3218, 286

2309, 3

1 927, 8

OK 0,85

0,006 0,03658

OK 56,0921

0,0611 0,31875

OK

0,9 1031,08538

OK

6 00 1 000 600 1 000

918 918

15 15

12 6

32 32

9654, 85 7 2309, 3 4827, 429 2 309, 3

1927, 8 1927, 8

OK 0,85 OK 0,85

0,018 0,03658 0,009 0,03658

OK 168,276 OK 84,1382

0,1833 0,31875 0,0917 0,31875

OK OK

0,9 2898,294 0,9 1522,2578

OK OK

1 927, 8

OK 0,85

0,006 0,03658

OK 56,0921

0,0611 0,31875

OK

0,9 1031,08538

OK

5488 5488

OK 0,85 OK 0,85

0,005 0,03658 0,007 0,03658

OK 84,1382 OK 117,793

0,0537 0,31875 0,0751 0,31875

OK OK

0,9 4419,79347 0,9 6119,47412

OK OK

5488

OK 0,85

0,007 0,03658

OK 117,793

0,0751 0,31875

OK

0,9 6119,47412

OK

5488 6036, 8

OK 0,85 OK 0,85

0,005 0,03658 0,007 0,03658

OK 84,1382 OK 107,085

0,0537 0,31875 0,0683 0,31875

OK OK

0,9 4419,79347 0,9 6141,18581

OK OK

600

600

1000

A s mi n ( mm ²)

M( -)

0

918

15

4

32

3218, 286

M( +) M( -)

0 485 5

1000 1650 1000 1650

1568 1568

10 10

10 14

32 32

8045, 714 6574, 04 1 1264 6574, 04

M( +)

211 5

1000

1650

1568

10

14

32

M( -) M( +)

0 0

1000 1650 1100 1650

1568 1568

10 10

10 14

32 32

1 1264

2309, 3

6574, 04

8045, 714 6574, 04 11264 7231, 44 1 1264

C ek



Rasio Tul ρ < 0,75 ρb < 0,025 β

ρ

cek

0,75 ρb

a (mm)

a/d

M( -)

220 1

1100 1650

1568

10

14

32

7231, 44 6 036, 8

OK 0,85

0,007 0,03658

OK 107,085

0,0683 0,31875

OK

0,9 6141,18581

OK

M(+) M( -)

1189 0

1100 1650 1100 1650

1568 1568

10 10

12 10

32 32

9654,857 7231,44 6036,8 8045, 71 4 7231, 44 6 036, 8

OK 0,85 OK 0,85

0,006 0,03658 0,005 0,03658

OK 91,7871 OK 76,4893

0,0585 0,31875 0,0488 0,31875

OK OK

0,9 5290,45929 0,9 4430,87086

OK OK

M(+)

1246

1650 1100

1018

10

10

32

8045,714 7042,36 5878,95

OK 0,85

0,005 0,03658

OK 50,9928

0,0501 0,31875

OK

0,9 2874,74408

OK

M(-) M(+)

1283 1188

1650 1100 1650 1100

1018 1018

10 10

10 10

32 32

8045,714 7042,36 5878,95 8045,714 7042,36 5878,95

OK 0,85 OK 0,85

0,005 0,03658 0,005 0,03658

OK 50,9928 OK 50,9928

0,0501 0,31875 0,0501 0,31875

OK OK

0,9 2874,74408 0,9 2874,74408

OK OK

M(-)

490

1650 1100

1018

10

10

32

8045,714 7042,36 5878,95

OK 0,85

0,005 0,03658

OK 50,9928

0,0501 0,31875

OK

0,9 2874,74408

OK

Tabel II-16 Penulangan Balok Car Body Washing (lanjutan) Hitung Probable Shear Capacities apr

Mpr

Vpr

Vtot

Cek Kebutuhan Tul, Torsi

(mm) (kNm) (kN) 70,115 1420,78 189,437

(kN) 958

Vc Vs (kN) D (kN) (kN) 1147,44 615,81 914,103 13

OK

(kNm) 20

210,35 3923,87 523,182

958

1481,18 615,81 1359,1

13

4

531,14 143,504

150

2463,252

OK

105,17 2088,86 278,515

318

596,515 615,81 179,54

13

2

265,57 543,154

200

2463,252

70,115 1420,78 189,437

318

507,437 615,81 60,7701

13

2

265,57 1604,7

200

105,17 6096,29 1219,26

4609

5828,26 1753,1 6017,93 16

7

147,24 8416,34 1683,27

4609

6292,27 1753,1 6636,61 16

7

147,24 8416,34 1683,27

392

2075,27 1753,1 1013,95 16

4

105,17 6096,29 1219,26

392

1611,26 1753,1 395,267

16

4

133,86 8454,04 1690,81

1872

3562,81 1928,4 2822,02 16

133,86 8454,04 1690,81

1872

114,73 7292,47 1458,49

247

95,612 6115,52

247

1223,1

Vgrv

Hitung Tulangan Sengkang n maka Av s Vs max kaki s 4 531,14 213,363 150 2463,252

Tu

Cek

At

Al

(mm ²)

(mm ²)

45

NN

NN

45

NN

NN

NN

45

NN

NN

119,86859

NN

45

NN

NN

Tu max

Ao(Luas

(kNm) terkekang) 119,86859 NN

20

119,86859

NN

OK

8

119,86859

2463,252

OK

8

θ

1408

146,744

100

7012,309

OK

126

574,23071

NN

45

NN

NN

1408

133,064

100

7012,309

OK

126

574,23071

NN

45

NN

NN

804,57 497,686

200

7012,309

OK

4

574,23071

NN

45

NN

NN

804,57 1276,67

200

7012,309

OK

4

574,23071

NN

45

NN

NN

5

1005,7 223,522

100

7713,54

OK

562

668,77646

NN

45

NN

NN

3562,81 1928,4 2822,02 16

5

1005,7 223,522

100

7713,54

OK

562

668,77646

NN

45

NN

NN

1705,49 1928,4 345,608

16

2

402,29 730,058

100

7713,54

OK

13

668,77646

NN

45

NN

NN

1470,1 1928,4 31,7547

16

2

402,29 7945,7

100

7713,54

OK

13

668,77646

NN

45

NN

NN

63,741 3967,06 793,412

1279

2072,41 1878

885,254

16

3

603,43 277,566

150

7511,847

OK

301

634,25943

NN

45

NN

NN

63,741 3967,06 793,412

1279

2072,41 1878

885,254

16

3

603,43 277,566

150

7511,847

OK

301

634,25943

NN

45

NN

NN

63,741 3967,06 793,412

60

853,412

1878

-740,08

16

2

402,29 -221,34

200

7511,847

OK

301

634,25943

NN

45

NN

NN

63,741 3967,06 793,412

60

853,412

1878

-740,08

16

2

402,29 -221,34

200

7511,847

OK

301

634,25943

NN

45

NN

NN

47

ANALISA DAN DESAIN



B. Desain Ledge Beam 

B-1 Vu =

251 kN

fc' =

45 Mpa

Nuc =

672 kN

fy =

400 Mpa

h=

600 mm

b=

500 mm

φ = μ =

0,65 1,4

1. Bearing Capacity

bearing size panjang lebar

b=

600 mm

l=

500 mm

fy =

400 MPa

bearing pad capacity Vu

≤

b h fy

251

≤

120000

OK

concrete bearing strength Vu 251

≤ ≤

φ (0,85 fc' A1) 7458,75

OK

48

ANALISA DAN DESAIN



2. Shear

W= av = d= S= c=

600 mm 0 mm 521 mm 2000 mm 2000 mm




Weef =

600 mm

Weef =

600 mm



•

•

600 mm

Vu 251 kN

< <

0,2 φ fc' (Weff + 4 av)d 1828,71 kN

OK

Vu 251 kN

< <

φ ( 34+0,08 fc')Weff d 7639,944 kN

OK

Vu 251 kN

< <

φ 110 (Weff d ) 22350,9 kN

OK

Menentukan Tulangan geser Avf = Vu/(φ fy μ) Avf =

1,1493 mm²/mm

3. Punching Shear

Perimeter for punching shear df = 521 mm L= 500 mm λ = 1 Per = (W+df+L+df) df Per = 1E+06 mm² Vu 251 kN

≤ ≤

4 φ λ √fc' Per 19464,21 kN

OK

49

ANALISA DAN DESAIN



4. Flexure

af = d= h= jd =

408,33 mm 521 mm 600 mm 416,8 mm


An = Nuc /( φ fy) An = 2,5846 mm²

USE 4

D

13 An =

150 3,54 mm²/mm

OK

13 Av =

150 1,77 mm²/mm

OK

16 Asc =

100 2,01 mm²/mm

OK


s=


Av = Vu s/( φ 0,5 fy) Weff Av = 0,4827 mm²/mm

USE 2

D


Asc = 2/3 Avf Asc =

0,7662 mm²/mm

Asc = Af Asc =

1,5771 mm²/mm


0,1125 mm²/mm

Asc =

1,5771 mm²/mm

USE D

50

ANALISA DAN DESAIN





B-2 Vu = Nuc = h= b=

251 kN 672 kN

fc' = fy =

600 mm 300 mm

φ = μ =

45 Mpa 400 Mpa 0,65 1,4

1. Bearing Capacity

bearing size panjang b = lebar l= fy =

600 mm 300 mm 400 MPa

bearing pad capacity ≤ Vu b h fy ≤ 251 72000

OK

concrete bearing strength ≤ φ ( 0, 85 f c' A 1) Vu ≤ 251 4475,25

OK

2. Shear

W= av = d= S= c=

300 mm 0 mm 521 mm 2000 mm 2000 mm




Weef =

300 mm

Weef =

300 mm



•

•

300 mm

2Vu 502 kN

< <

0,2 φ fc' (Weff + 4 av)d

2Vu 502 kN

< <

φ (34+0,08 fc')Weff d

2Vu 502 kN

< <

φ 110 (Weff d)

914,355 kN

3819,972 kN

11175,45 kN

OK

OK

OK

Menentukan Tulangan geser Avf = Vu/( φ fy μ) Avf =

2,2985 mm²/mm

51

ANALISA DAN DESAIN



3. Punching Shear

Perimeter for punching shear df = 521 mm L= 500 mm λ =

1

Per = (W+df+L+df) df Per = 959682 mm² Vu 251 kN

≤ ≤

4 φ λ √fc' Per 16738,13 kN

OK

4. Flexure

af = d= h= jd =

275 mm 521 mm 600 mm 416,8 mm


An = 2Nuc /( φ fy) An = 5,1692 mm²

USE 4

D

13 An =

100 5,31 mm²/mm

OK

13 Av =

100 2,66 mm²/mm

OK


s=


Av = 2Vu s/(φ 0,5 fy) Weff Av = 2,1453 mm²/mm

USE 2

D

52

ANALISA DAN DESAIN




Asc = 2/3 Avf Asc =

1,5324 mm²/mm

Asc = Af Asc =

2,1248 mm²/mm


0,1125 mm²/mm

Asc =

2,1248 mm²/mm

USE 2

D

13 Asc =

100 2,66 mm²/mm

OK

C. Desain Kolom

Gambar II-30 Kapasitas Kolom (PCA Col)

Tabel II-17 Penulangan Kolom Car Body Washing Pu

K- 1600. 1600

Dimensi

Mu

h mm

Cek cover Pu>0,1Agfc' mm

Tul. Longitudinal

ΣMc

Cek

kN

kN-m

kN-m

kN-m

7674

5754

1600

1600

100

OK

OK

OK

32

32 25746,29 0,010057

OK

5073,6

16000

OK

M22

7674

5754

1600

1600

100

OK

OK

OK

32

32 25746,29 0,010057

OK

5073,6

16000

OK

n

As mm²

1,2ΣMb

M33

b>300

D b/h > 0,4 mm

Cek

b mm

ρg

0,01<ρg<0,06

Tabel II-18 Penulangan Kolom Car Body Washing (lanjutan) Confinement D mm

n

s mm

hc mm

Ach mm²

16

7

100

1368

1960000 13,7889497 13,513171

16

7

100

1368

1960000 13,7889497 13,513171


Ash/s min Ash/s min As/s mm²/mm mm²/mm mm²/mm

Cek


Cek


14,08

OK

400

192

146

OK

1850

1333,333

14,08

OK

400

192

146

OK

1850

1333,333

L

Hoop lapangan

mm

s min mm

450

1850

192

450

1850

192

53

ANALISA DAN DESAIN



D. Desain Pelat Lantai





tmp

lap

kN-m

kN-m

M11

-22

10

M22

22

17


= D13 – 150

φ Mn = 46,13 kN-m/m

Tump

= D13 – 150

φ Mn = 46,13 kN-m/m


= D13 – 100

φ Mn = 68 kN-m/m

Tump

= D13 – 100

φ Mn = 68 kN-m/m

E. Desain Pndasi Tabel II-19 Joint Reaction F1

F2

F3

M1

M2

M3

KN

KN

KN

KN-m

KN-m

KN-m

DL

120,781

208,689 1817,525 475,9351 288,9218

LL+EQ

552,768

708,224

49,0119

3433,12 2450,734 2389,765 181,3006

F3 tot = F3 + M1/y + M2/x lengan momen x= Akibat DL F3 tot = akibat LL + EQ F3 tot =

0,5

m

8334,588 kN 2769,395 kN

KEBUTUHAN (JUMLAH PILE) F3 = pi le cap aci ty =

11103,98 kN 4125, 41 k N

n pile = F3 tot / pile capacity n pil e = 2,691607

54



55



56

Report Depo Monorail

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