6.Bab IV Laporan Akhir

Perencanaan Jembatan Kuala Meuraksa Kec. Blang Mangat Lhokseumawe

BAB V

PERENCANAAN STRUKTUR BANGUNAN BAWAH

5.1. PERENCANAAN PONDASI.

A. Analisa Pondasi

a. Pondasi Tiang bekerja sebagai Group dengan pile head connection type rigid dengan reduksi (effeciency) tiang, dimana jarak c.t.c > 2.5 d.

b. Ukuran Pondasi tiang disesuaikan dengan kebutuhanc. Kriteria Daya Dukung Tiang

Ujung tiang menumpu pada lapisan tanah keras dengan NSPT > 50 atau Qc>150 Besarnya daya dukung pondasi tiang akan dianalisa sesuai dengan hasil soil investigation.

d. Kapasitas Momen pondasi tiang ditentukan berdasarkan kemampuan max dari pondasi tiang tersebut.

B. Daya Dukung Tiang

Daya dukung tiang pondasi dihitung berdasarkan data soil investigation.

a. Berdasarkan data N. SPT

dimana :

A = Luas penampang tiang

qult =

qult = Daya dukung ultimate didasar tiang (TSF)N = CN . NN = Standard penetration resistance (blow/ft) disekitar dasar

daya pile

CN = 0.77 (untuk p 0.25 Tsf)

P = Over burden effektif didasar pile (TSF)D = Kedalaman tiang pondasi (ft)B = Lebar atau diameter pondasi (ft)q batas = Daya dukung ultimate max (TSF)

4 N untuk pasir atau 3 N untuk non plastic S/t

fs =

Laporan Akhir V- 1


Ns = Nilai standard penetrasi data-data disepanjang tiang pondasi

O = Luas selimut tiang persatuan panjang (ft2)L = Panjang tiang (ft)

b. Berdasarkan data CPT

dimana

A = Penampang tiangqc = Cone penetrasi testfc = Locad frictionO = Luas selimut persatuan panjangL = Panjang tiang

c. Daya Dukung allowable

Daya dukung allowable dihitung berdasarkan Q ultimate dibagi dengan faktor keamanan.

Untuk Pembebanan sementara, Q allowable dinaikan 1,5 kali dan untuk beban capasitas Q allowable dinaikan 2 kali.

C. Daya Dukung Pile Group

a. Effisiensi Pile Group

Effisiensi Pile Group dihitung berdasarkan formula sebagai berikut :

Br x Lr x C x Nc + 2 (Br + Lr) x Lc

dimana

C = Undrained Cohesion berdasarkan groupL = Panjang tiangNc = Bearing Capacity Factorc = Rata-rata nilai kohesi antara permukaan &Br & Lr = kedalamanPB = adalah dimensi dari blok

kapasitas beban ultimate dari blok

1 1 2212/ / n P PB

dimana

Laporan Akhir V- 2


= Effisiensi groupn = Jumlah tiang dalam groupP1 = Kapasitas beban ultimate untuk satu tiang pancang

b. Kontrol daya dukung Pile Group

Kontrol terhadap Beban TetapPtiang = Nt n Mt xi xi/ . /max 2

Ptiang max = Nt n Mt xi xi xi P Pt all/ . / /max 2

Ptiang min = Nt n Mt xi xi/ . /max 2 gaya tarik ijin

dimana

Nt = Normal tetapNt = Moment tetapn = Jumlah tiangxi = Jarak posisi tiang ke titik pusat pile capPt =

=Daya dukung ijin dari satu tiang dalam group untuk beban tetap.Effisiensi group

Pall = Daya dukung ijin satu tiang (single pile)

c. Kontrol terhadap Beban Sementara

Ptiang = Ns n Ms xi xi/ . max/ Ptiang max = Ns n Ms xi xi Ps x Pall/ . max/ . 15

Ptiang min = Ns n Ms xi xi/ . max/ gaya tarik ijin

dinama

NsMsPs

===

Normal sementaraMoment sementaraDaya dukung ijin dari satu tiang dalam group untuk beban sementara.

Kontrol terhadap kondisi kapasitas

Ptiang = Nc n Mc xi xi/ . max/ Ptiang max = Nc n Mc xi xi Pc x Pall/ . max/ . 2 5

Ptiang min = Nc n Mc xi xi/ . max/ gaya tarik ijin

dinama

NcMc

Pc

==

=

Normal yang terjadi dari kondisi capasitasmomentMoment capasitas yang terjadi pada kolom ataushearwall di upper structureCapasitas daya dukung satu tiang dalam group

Laporan Akhir V- 3


D. Daya Dukung Tiang Terhadap Gaya Lateral

a. Effisiensi Pile Group terhadap Gaya Lateral

Effisiensi pile group terhadap gaya lateral dihitung dengan mereduksi subgrade reaction sesuai dengan Navfac DM - 72 May 1982).

- Untuk jarak antar tiang > 8 D -- Reduksi dari sub grade reaction 1- Untuk jarak antar tiang 6 D -- Reduksi dari sub grade reaction 0.7- Untuk jarak antar tiang 4 D -- Reduksi dari sub grade reaction 0.4- Untuk jarak antar tiang 3 D -- Reduksi dari sub grade reaction 0.25.

b. Pergeseran Horisontal dari tiang

Pergeseran horisontal dari tiang pada beban horisontal design, tidak boleh melebihi 0,5 inch. Sampai dengan 0.59 inch (JICA)Besarnya pergeseran horisontal dihitung berdasarkan formula sebagai berikut :

H = ( KD / ).S

dimana

Hk

==

Horisontal Force designKoefisien dari horisontal subgrade reaction

kkoEo

====

ko.y-1/2.Eo.D - 3/4Modulus dari deformasi tanah dasar tiang = 28 NModulus for obtaining Eo = 0,2

DBE I

===

Dimensi tiangkD EI/ 4

Flexural rigidity of pileStandard amount of displacement

E. Tegangan Pada Pile & Pile cap

a. Tegangan pada pile

Perhitungan tegangan yang terjadi pada pile dihitung berdasarkan asumsi sebagai berikut :

Kepala tiang dianggap rigid Pondasi tiang ditinjau 2 dimensi Tegangan pada peil dihitung sesuai dengan Japanese Bridge standard

Rigidly connected pile heads Hinge-connected pile headsh = 0 h = 0 h = 0 h = 0

Laporan Akhir V- 4


K1 12

1 23

EI

h

( )

4 E I 33

1 05

3

3

EI

h

( ) .

2 E I 3

K2, K3K1 2

. 2 E I 2 0 0

K4 4

1

1 05

1 2

3

3

EI

h

h

h

.( ) .

( )

2 E I 0 0

= characteristic value of pile =

h m1

( )

k = Coefficient of horizontal sub grade reaction (t / m3)D = Pile diameter ( m ) EI = Flexural rigidity of pile ( t - m2)h = Axial length of pilethe design ground sur face ( m )

Pergeseran (x,y) dihitung berdasarkan gaya axial PNI, Gaya Radial PHI, radial Force & moment Mti, dimana gaya-gaya tersebut bekerja dikepala tiang. Hal tersebut dihitung dengan formula sebagai berikut :

PNi = Kv.yi

PHi = K1.xi - K2.Mti = K3.xi + K4.

dimana

‘xi = x.cos i - (y + .Xi ) sin i ‘yi = x.sin i - (y + .Xi ) cos i

‘xi = Radial displacement otthei - th pile top‘yi = Axial displacement otthei - th pile topKv = Axial force (axial spring constant) which causes a unit axial

displacement of the pile head.

K1, K2, K3, K4 = Spring constants

PNiPHiMti

===

Axial force of the i-th pileRadial force of the i-th pileMoment as an external force which acts on the 1-th pile tops.

b. Tegangan pada pile caps

Hubungan antara tiang & pile cap diasumsikan rigid, sehingga perlu dicek tegangan yang terjadi pada pile cap, dengan formula sebagai berikut :

cv = P / 4D2 ch = H / DIp = . P

( D + h ) h

Laporan Akhir V- 5


where

cvchpPDHlh

========

vertical bearing stressHorizontal bearing stressPunching stressAxial load of single ppileDiameter of pileHorizontal forceembedded length of pileDistance from pile head to the top surface of footing.

nilai tegangan maksimum harus lebih kecil dari tegangan ijin beton.

F. Settlement / Penurunan

Total penurunan terdiri dari : penurunan elastis (segera) dan penurunan akibat konsolidasi.

a. Penurunan Elastis :

Penurunan elastis (=Se) = Penurunan elastis tanah (st) + penurunan elastis beton (sb).

Se = st + sb

dimana :1 & 2 = Settlement computation = Poisson’s ratioB = Lebar blok tiang pancangEu = Modulus elastisitas tanahqn = Beban yang bekerja per m2 dipermukaan block tiangN = Gaya normal yang bekerjaL = Panjang tiangn = Jumlah tiangEb = Modulus elastisitas tiangA = Luas penampang tiang

b. Penurunan Konsolidasi

G. Standard Perencanaan (Code)

Laporan Akhir V- 6


a) Peraturan Perencanaan Teknik Jembatan tahun 1992.b) Perencanaan Tahan Gempa untuk Jembatan Jalan Raya; Departemen Pekerjaan Umum 1983.c) Peraturan Muatan Perencanaan jembatan Jalan Raya; Ditektorat Jenderal Bina

Marga Departemen Pekerjaan Umum 1987,d) AASHTO 1983 "Standard Spesification for Highway Bridge"e) Peraturan Beton Bertulang Indonesia tahun 1971f) Petunjuk Perencanaan Beton Bertulag dan struktur dinding bertulang untuk rumah

gedung tahun 1987.g) Tata cara perhitungan struktur beton untuk bangunan gedung tahun 1991.h) Pedoman Perencanaan Ketahanan Gempa untuk rumah & gedung tahun 1987.i) Bridge Sub structure highway engineering tahun 1977

H. Kombinasi Pembebanan

Kombinasi pembebanan :

Kombinasi I : Beban mati + Beban hidup + Tekanan Tanah ( Tegangan naik 100% )

Kombinasi II : Beban mati + Beban hidup + Takanan tanah + Gesekan dan Gaya Rem (Tegangan Naik 140 %)

Kominasi III : Beban mati + Tekanan tanah + Gaya gempa (Tegangan Naik 150% )

5.2. PERENCANAAN PENULANGAN BANGUNAN BAWAH.

1. Metode perhitungan dengan perhitungan lentur dengan cara BMS2. Penulangan abutment.

a. Arah melintang jembatan, dengan anggapan beban yang bekerja :- Deret reaksi tiang pancang.- Berat sendiri abutment / pile cap.- Reaksi pada perletakan jembatan / bearing.

Laporan Akhir V- 7


b. Arah memanjang jembatan, dengan anggapan beban yang bekerja :- Reaksi maksimum dari tiang pancang.

3. Penulangan parapet.Dengan pembebanan akibat beban tanah aktif / pasif

4. Penulangan wing wall.

Laporan Akhir V- 8


PERENCANAAN STRUKTUR PILAR JEMBATAN CILUTUNG – Span 60+55

a. Pemodelan Struktur Pilar

a.1. Pemodelan Frame

Laporan Akhir V- 9


a.2. Pemodelan Frame – Dalam Tampak 3D

Laporan Akhir V- 10


b. Input Perencanaan Struktur

b.1. Tabel Material Properties

b.2. Tabel Pembebanan

Laporan Akhir V- 11


c.Output Perencanaan Strukturc.1. Frames Output

LOAD SET FOR REACTION OUTPUT - Load Set 1 ____________________________________________________________________________________________________

<< LOAD COMB/CASE/ENVEL ABBREVIATION TABLE >>

ABBREVIATION FULL NAME TYPE DESCRIPTION ------------ ------------------------------ ---------- ---------------------------------------- EQ - T~1 EQ - Transversal Conc.Comb EQuake - X-Dir EQ - L~1 EQ - Long Conc.Comb EQuake - Y-Dir ------------ ------------------------------ ---------- ----------------------------------------

<< SELECTED LOAD CASE/COMBINATION DETAIL LIST >>

[Selected Load Combinations]

L. COMB TYPE COMBINATION DETAIL -------- ---------- ---------------------------------------------------------------------------- Ultim-1 Conc.Comb 1.300 x SW + 1.300 x DL-Conc + 1.100 x DL-Steel + 1.800 x LL + 1.800 x HBR Serv-1 Conc.Comb 1.000 x SW + 1.000 x DL-Conc + 1.000 x DL-Steel + 1.000 x LL + 1.000 x HBR EQ - T~1 Conc.Comb 1.000 x SW + 1.000 x DL-Conc + 1.000 x DL-Steel + 1.000 x EQ-Trans EQ - L~1 Conc.Comb 1.000 x SW + 1.000 x DL-Conc + 1.000 x DL-Steel + 1.000 x EQ-Long

LOAD SET FOR ELEMENT OUTPUT - Load Set 1 ____________________________________________________________________________________________________

<< LOAD COMB/CASE/ENVEL ABBREVIATION TABLE >>

ABBREVIATION FULL NAME TYPE DESCRIPTION ------------ ------------------------------ ---------- ---------------------------------------- EQ - T~1 EQ - Transversal Conc.Comb EQuake - X-Dir EQ - L~1 EQ - Long Conc.Comb EQuake - Y-Dir ------------ ------------------------------ ---------- ----------------------------------------

<< SELECTED LOAD CASE/COMBINATION DETAIL LIST >>

[Selected Load Combinations]

L. COMB TYPE COMBINATION DETAIL -------- ---------- ---------------------------------------------------------------------------- Ultim-1 Conc.Comb 1.300 x SW + 1.300 x DL-Conc + 1.100 x DL-Steel + 1.800 x LL + 1.800 x HBR Serv-1 Conc.Comb 1.000 x SW + 1.000 x DL-Conc + 1.000 x DL-Steel + 1.000 x LL + 1.000 x HBR EQ - T~1 Conc.Comb 1.000 x SW + 1.000 x DL-Conc + 1.000 x DL-Steel + 1.000 x EQ-Trans EQ - L~1 Conc.Comb 1.000 x SW + 1.000 x DL-Conc + 1.000 x DL-Steel + 1.000 x EQ-Long

BEAM ELEMENT FORCES & MOMENTS DEFAULT PRINTOUT Unit System : tonf , m________________________________________________

ELEM MAT SEC LC PT AXIAL SHEAR-y SHEAR-z TORSION MOMENT-y MOMENT-z------ ------ ------ ------------ --- ---------- ---------- ---------- ---------- ---------- ---------- 1 1 1 Ultim-1 I 0.0 0.0 0.0 0.0 0.0 0.0 J 0.0 0.0 16.7 0.0 -10.0 0.0

Serv-1 I 0.0 0.0 0.0 0.0 0.0 0.0 J 0.0 0.0 12.8 0.0 -7.7 0.0

EQ - T~1 I 0.0 0.0 0.0 0.0 0.0 0.0 J -1.9 0.0 12.8 0.0 -7.7 0.0

EQ - L~1 I 0.0 0.0 0.0 0.0 0.0 0.0 J 0.0 -1.9 12.8 0.0 -7.7 1.2

Laporan Akhir V- 12


2 1 1 Ultim-1 I -3.5 22.5 -66.8 23.7 -31.9 2.9 J -3.5 22.5 -33.4 23.7 88.2 -51.1

Serv-1 I -2.7 12.5 -51.4 13.1 -24.6 1.6 J -2.7 12.5 -25.7 13.1 67.9 -28.4

EQ - T~1 I 5.0 0.0 -1.3 0.0 215.7 0.0 J 1.1 0.0 24.4 0.0 188.0 0.0

EQ - L~1 I -2.7 7.7 -51.4 0.0 -24.6 1.8 J -2.7 3.9 -25.7 0.0 67.9 -12.1

3 1 1 Ultim-1 I 0.0 0.0 -16.7 0.0 -10.0 0.0 J 0.0 0.0 0.0 0.0 0.0 0.0

Serv-1 I 0.0 0.0 -12.8 0.0 -7.7 0.0 J 0.0 0.0 0.0 0.0 0.0 0.0

EQ - T~1 I 1.9 0.0 -12.8 0.0 -7.7 0.0 J 0.0 0.0 0.0 0.0 0.0 0.0

EQ - L~1 I 0.0 1.9 -12.8 0.0 -7.7 1.2 J 0.0 0.0 0.0 0.0 0.0 0.0

4 1 2 Ultim-1 I -792.3 -22.5 -3.5 2.9 -10.1 -180.0 J -746.3 -22.5 -3.5 2.9 18.2 0.0

Serv-1 I -565.4 -12.5 -2.7 1.6 -7.8 -100.0 J -530.1 -12.5 -2.7 1.6 14.0 0.0

EQ - T~1 I -371.1 0.0 60.4 0.0 246.2 0.0 J -335.7 0.0 55.1 0.0 -216.2 0.0

EQ - L~1 I -421.1 -63.2 -2.7 0.6 -7.8 -494.3 J -385.8 -57.9 -2.7 0.6 14.0 -10.1

5 1 2 Ultim-1 I -792.3 -22.5 3.5 -2.9 10.1 -180.0 J -746.3 -22.5 3.5 -2.9 -18.2 0.0

Serv-1 I -565.4 -12.5 2.7 -1.6 7.8 -100.0 J -530.1 -12.5 2.7 -1.6 -14.0 0.0

EQ - T~1 I -471.2 0.0 65.9 0.0 261.8 0.0 J -435.9 0.0 60.6 0.0 -244.2 0.0

EQ - L~1 I -421.1 -63.2 2.7 -0.6 7.8 -494.3 J -385.8 -57.9 2.7 -0.6 -14.0 -10.1

6 1 1 Ultim-1 I -3.5 22.5 -33.4 23.7 88.2 -51.1 J -3.5 22.5 0.0 23.7 128.3 -105.1

Serv-1 I -2.7 12.5 -25.7 13.1 67.9 -28.4 J -2.7 12.5 0.0 13.1 98.7 -58.4

EQ - T~1 I 1.1 0.0 24.4 0.0 188.0 0.0 J -2.7 0.0 50.1 0.0 98.7 0.0

EQ - L~1 I -2.7 3.9 -25.7 0.0 67.9 -12.1 J -2.7 0.0 0.0 0.0 98.7 -16.7

7 1 1 Ultim-1 I -3.5 -22.5 0.0 -23.7 128.3 -105.1 J -3.5 -22.5 33.4 -23.7 88.2 -51.1

Serv-1 I -2.7 -12.5 0.0 -13.1 98.7 -58.4 J -2.7 -12.5 25.7 -13.1 67.9 -28.4

EQ - T~1 I -2.7 0.0 50.1 0.0 98.7 0.0 J -6.6 0.0 75.7 0.0 -52.3 0.0

EQ - L~1 I -2.7 0.0 0.0 0.0 98.7 -16.7 J -2.7 -3.9 25.7 0.0 67.9 -12.1

8 1 1 Ultim-1 I -3.5 -22.5 33.4 -23.7 88.2 -51.1 J -3.5 -22.5 66.8 -23.7 -31.9 2.9

Serv-1 I -2.7 -12.5 25.7 -13.1 67.9 -28.4 J -2.7 -12.5 51.4 -13.1 -24.6 1.6

EQ - T~1 I -6.6 0.0 75.7 0.0 -52.3 0.0 J -10.4 0.0 101.4 0.0 -264.9 0.0

EQ - L~1 I -2.7 -3.9 25.7 0.0 67.9 -12.1

Laporan Akhir V- 13


J -2.7 -7.7 51.4 0.0 -24.6 1.8

BEAM ELEMENT FORCES & MOMENTS MIN/MAX SUMMARY BY PROPERTY PRINTOUT Unit System : tonf , m____________________________________________________________________

* LENGTH : the length between two nodes

[ SECTION NAME : A-PH , SECTION ID : 1 ]

** MAX

ELEM COM LC PT AXIAL SHEAR-y SHEAR-z TORSION MOMENT-y MOMENT-z LENGTH------ --- ---------------- --- ---------- ---------- ---------- --------- --------- --------- -------- 2 AXL EQ - T~1 1 I 5.0 0.0 -1.3 0.0 215.7 0.0 2.40 2 SHY Ultim-1 1 I -3.5 22.5 -66.8 23.7 -31.9 2.9 2.40 8 SHZ EQ - T~1 1 J -10.4 0.0 101.4 0.0 -264.9 0.0 2.40 2 TOR Ultim-1 1 I -3.5 22.5 -66.8 23.7 -31.9 2.9 2.40 2 MTY EQ - T~1 1 I 5.0 0.0 -1.3 0.0 215.7 0.0 2.40 8 MTZ Ultim-1 1 J -3.5 -22.5 66.8 -23.7 -31.9 2.9 2.40

** MIN

ELEM COM LC PT AXIAL SHEAR-y SHEAR-z TORSION MOMENT-y MOMENT-z LENGTH------ --- ---------------- --- ---------- ---------- ---------- --------- --------- --------- -------- 8 AXL EQ - T~1 1 J -10.4 0.0 101.4 0.0 -264.9 0.0 2.40 8 SHY Ultim-1 1 I -3.5 -22.5 33.4 -23.7 88.2 -51.1 2.40 2 SHZ Ultim-1 1 I -3.5 22.5 -66.8 23.7 -31.9 2.9 2.40 8 TOR Ultim-1 1 J -3.5 -22.5 66.8 -23.7 -31.9 2.9 2.40 8 MTY EQ - T~1 1 J -10.4 0.0 101.4 0.0 -264.9 0.0 2.40 7 MTZ Ultim-1 1 I -3.5 -22.5 0.0 -23.7 128.3 -105.1 2.40

[ SECTION NAME : COL , SECTION ID : 2 , SECTION SHAPE : SR ][ SECTION SIZE ] D:1.5** MAX

ELEM COM LC PT AXIAL SHEAR-y SHEAR-z TORSION MOMENT-y MOMENT-z LENGTH------ --- ---------------- --- ---------- ---------- ---------- --------- --------- --------- -------- 4 AXL EQ - T~1 1 J -335.7 0.0 55.1 0.0 -216.2 0.0 8.00 4 SHY EQ - T~1 1 I -371.1 0.0 60.4 0.0 246.2 0.0 8.00 5 SHZ EQ - T~1 1 I -471.2 0.0 65.9 0.0 261.8 0.0 8.00 4 TOR Ultim-1 1 I -792.3 -22.5 -3.5 2.9 -10.1 -180.0 8.00 5 MTY EQ - T~1 1 I -471.2 0.0 65.9 0.0 261.8 0.0 8.00 4 MTZ Ultim-1 1 J -746.3 -22.5 -3.5 2.9 18.2 0.0 8.00

** MIN

ELEM COM LC PT AXIAL SHEAR-y SHEAR-z TORSION MOMENT-y MOMENT-z LENGTH------ --- ---------------- --- ---------- ---------- ---------- --------- --------- --------- -------- 5 AXL Ultim-1 1 I -792.3 -22.5 3.5 -2.9 10.1 -180.0 8.00 4 SHY EQ - L~1 1 I -421.1 -63.2 -2.7 0.6 -7.8 -494.3 8.00 4 SHZ Ultim-1 1 I -792.3 -22.5 -3.5 2.9 -10.1 -180.0 8.00 5 TOR Ultim-1 1 I -792.3 -22.5 3.5 -2.9 10.1 -180.0 8.00 5 MTY EQ - T~1 1 J -435.9 0.0 60.6 0.0 -244.2 0.0 8.00 4 MTZ EQ - L~1 1 I -421.1 -63.2 -2.7 0.6 -7.8 -494.3 8.00

BEAM ELEMENT STRESSES DEFAULT PRINTOUT Unit System : tonf , m________________________________________

ELEM MAT SEC LC PT AXIAL SHEAR-y SHEAR-z (+y)-BENDING-(-y) (+z)-BENDING-(-z)------ ------ ------ ------------ --- --------- --------- --------- --------- --------- --------- --------- 1 1 1 Ultim-1 I 0.0 0.0 0.0 0.0 0.0 0.0 0.0 J 0.0 0.0 0.0 0.0 0.0 7.0 -3.8

Serv-1 I 0.0 0.0 0.0 0.0 0.0 0.0 0.0 J 0.0 0.0 0.0 0.0 0.0 5.4 -2.9

EQ - T~1 I 0.0 0.0 0.0 0.0 0.0 0.0 0.0 J -0.4 0.0 0.0 0.0 0.0 5.4 -2.9

EQ - L~1 I 0.0 0.0 0.0 0.0 0.0 0.0 0.0 J 0.0 0.0 0.0 -0.8 0.8 5.4 -2.9

2 1 1 Ultim-1 I -0.8 0.0 0.0 -2.0 2.0 22.2 -12.1 J -0.8 0.0 0.0 35.3 -35.3 -61.4 33.5

Serv-1 I -0.6 0.0 0.0 -1.1 1.1 17.1 -9.3

Laporan Akhir V- 14


J -0.6 0.0 0.0 19.6 -19.6 -47.3 25.8

EQ - T~1 I 1.2 0.0 0.0 0.0 0.0 -150.2 81.9 J 0.3 0.0 0.0 0.0 0.0 -130.9 71.3

EQ - L~1 I -0.6 0.0 0.0 -1.2 1.2 17.1 -9.3 J -0.6 0.0 0.0 8.4 -8.4 -47.3 25.8

3 1 1 Ultim-1 I 0.0 0.0 0.0 0.0 0.0 7.0 -3.8 J 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Serv-1 I 0.0 0.0 0.0 0.0 0.0 5.4 -2.9 J 0.0 0.0 0.0 0.0 0.0 0.0 0.0

EQ - T~1 I 0.4 0.0 0.0 0.0 0.0 5.4 -2.9 J 0.0 0.0 0.0 0.0 0.0 0.0 0.0

EQ - L~1 I 0.0 0.0 0.0 -0.8 0.8 5.4 -2.9 J 0.0 0.0 0.0 0.0 0.0 0.0 0.0

4 1 2 Ultim-1 I -448.3 -17.0 -2.7 543.2 -543.2 30.6 -30.6 J -422.3 -17.0 -2.7 0.0 0.0 -54.9 54.9

Serv-1 I -320.0 -9.4 -2.1 301.8 -301.8 23.6 -23.6 J -300.0 -9.4 -2.1 0.0 0.0 -42.3 42.3

EQ - T~1 I -210.0 0.0 45.6 0.0 0.0 -743.0 743.0 J -190.0 0.0 41.6 0.0 0.0 652.4 -652.4

EQ - L~1 I -238.3 -47.7 -2.1 1491.8 -1491.8 23.6 -23.6 J -218.3 -43.7 -2.1 30.6 -30.6 -42.3 42.3

5 1 2 Ultim-1 I -448.3 -17.0 2.7 543.2 -543.2 -30.6 30.6 J -422.3 -17.0 2.7 0.0 0.0 54.9 -54.9

Serv-1 I -320.0 -9.4 2.1 301.8 -301.8 -23.6 23.6 J -300.0 -9.4 2.1 0.0 0.0 42.3 -42.3

EQ - T~1 I -266.7 0.0 49.7 0.0 0.0 -790.1 790.1 J -246.7 0.0 45.7 0.0 0.0 737.0 -737.0

EQ - L~1 I -238.3 -47.7 2.1 1491.8 -1491.8 -23.6 23.6 J -218.3 -43.7 2.1 30.6 -30.6 42.3 -42.3

6 1 1 Ultim-1 I -0.8 0.0 0.0 35.3 -35.3 -61.4 33.5 J -0.8 0.0 0.0 72.7 -72.7 -89.3 48.7

Serv-1 I -0.6 0.0 0.0 19.6 -19.6 -47.3 25.8 J -0.6 0.0 0.0 40.4 -40.4 -68.7 37.4

EQ - T~1 I 0.3 0.0 0.0 0.0 0.0 -130.9 71.3 J -0.6 0.0 0.0 0.0 0.0 -68.7 37.4

EQ - L~1 I -0.6 0.0 0.0 8.4 -8.4 -47.3 25.8 J -0.6 0.0 0.0 11.6 -11.6 -68.7 37.4

7 1 1 Ultim-1 I -0.8 0.0 0.0 72.7 -72.7 -89.3 48.7 J -0.8 0.0 0.0 35.3 -35.3 -61.4 33.5

Serv-1 I -0.6 0.0 0.0 40.4 -40.4 -68.7 37.4 J -0.6 0.0 0.0 19.6 -19.6 -47.3 25.8

EQ - T~1 I -0.6 0.0 0.0 0.0 0.0 -68.7 37.4 J -1.5 0.0 0.0 0.0 0.0 36.4 -19.8

EQ - L~1 I -0.6 0.0 0.0 11.6 -11.6 -68.7 37.4 J -0.6 0.0 0.0 8.4 -8.4 -47.3 25.8

8 1 1 Ultim-1 I -0.8 0.0 0.0 35.3 -35.3 -61.4 33.5 J -0.8 0.0 0.0 -2.0 2.0 22.2 -12.1

Serv-1 I -0.6 0.0 0.0 19.6 -19.6 -47.3 25.8 J -0.6 0.0 0.0 -1.1 1.1 17.1 -9.3

EQ - T~1 I -1.5 0.0 0.0 0.0 0.0 36.4 -19.8 J -2.4 0.0 0.0 0.0 0.0 184.4 -100.5

EQ - L~1 I -0.6 0.0 0.0 8.4 -8.4 -47.3 25.8 J -0.6 0.0 0.0 -1.2 1.2 17.1 -9.3

BEAM ELEMENT STRESSES MIN/MAX SUMMARY BY PROPERTY PRINTOUT Unit System : tonf , m

Laporan Akhir V- 15


____________________________________________________________

[ SECTION NAME : A-PH , SECTION ID : 1 ]

** MAX

ELEM COM LC PT AXIAL SHEAR-y SHEAR-Z (+y)-BENDING-(-y) (+z)-BENDING-(-z)------ --- ---------------- --- --------- --------- --------- --------- --------- --------- --------- 2 AXL EQ - T~1 1 I 1.2 0.0 0.0 0.0 0.0 -150.2 81.9 1 SHY Ultim-1 1 I 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 SHZ Ultim-1 1 I 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 BY+ Ultim-1 1 J -0.8 0.0 0.0 72.7 -72.7 -89.3 48.7 2 BY- Ultim-1 1 I -0.8 0.0 0.0 -2.0 2.0 22.2 -12.1 8 BZ+ EQ - T~1 1 J -2.4 0.0 0.0 0.0 0.0 184.4 -100.5 2 BZ- EQ - T~1 1 I 1.2 0.0 0.0 0.0 0.0 -150.2 81.9

** MIN

ELEM COM LC PT AXIAL SHEAR-y SHEAR-Z (+y)-BENDING-(-y) (+z)-BENDING-(-z)------ --- ---------------- --- --------- --------- --------- --------- --------- --------- --------- 8 AXL EQ - T~1 1 J -2.4 0.0 0.0 0.0 0.0 184.4 -100.5 1 SHY Ultim-1 1 I 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 SHZ Ultim-1 1 I 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 BY+ Ultim-1 1 I -0.8 0.0 0.0 -2.0 2.0 22.2 -12.1 7 BY- Ultim-1 1 I -0.8 0.0 0.0 72.7 -72.7 -89.3 48.7 2 BZ+ EQ - T~1 1 I 1.2 0.0 0.0 0.0 0.0 -150.2 81.9 8 BZ- EQ - T~1 1 J -2.4 0.0 0.0 0.0 0.0 184.4 -100.5

[ SECTION NAME : COL , SECTION ID : 2 , SECTION SHAPE : SR ][ SECTION SIZE ] D:1.5** MAX

ELEM COM LC PT AXIAL SHEAR-y SHEAR-Z (+y)-BENDING-(-y) (+z)-BENDING-(-z)------ --- ---------------- --- --------- --------- --------- --------- --------- --------- --------- 4 AXL EQ - T~1 1 J -190.0 0.0 41.6 0.0 0.0 652.4 -652.4 4 SHY EQ - T~1 1 I -210.0 0.0 45.6 0.0 0.0 -743.0 743.0 5 SHZ EQ - T~1 1 I -266.7 0.0 49.7 0.0 0.0 -790.1 790.1 5 BY+ EQ - L~1 1 I -238.3 -47.7 2.1 1491.8 -1491.8 -23.6 23.6 4 BY- EQ - T~1 1 J -190.0 0.0 41.6 0.0 0.0 652.4 -652.4 5 BZ+ EQ - T~1 1 J -246.7 0.0 45.7 0.0 0.0 737.0 -737.0 5 BZ- EQ - T~1 1 I -266.7 0.0 49.7 0.0 0.0 -790.1 790.1

** MIN

ELEM COM LC PT AXIAL SHEAR-y SHEAR-Z (+y)-BENDING-(-y) (+z)-BENDING-(-z)------ --- ---------------- --- --------- --------- --------- --------- --------- --------- --------- 5 AXL Ultim-1 1 I -448.3 -17.0 2.7 543.2 -543.2 -30.6 30.6 4 SHY EQ - L~1 1 I -238.3 -47.7 -2.1 1491.8 -1491.8 23.6 -23.6 4 SHZ Ultim-1 1 I -448.3 -17.0 -2.7 543.2 -543.2 30.6 -30.6 4 BY+ Ultim-1 1 J -422.3 -17.0 -2.7 0.0 0.0 -54.9 54.9 4 BY- EQ - L~1 1 I -238.3 -47.7 -2.1 1491.8 -1491.8 23.6 -23.6 5 BZ+ EQ - T~1 1 I -266.7 0.0 49.7 0.0 0.0 -790.1 790.1 5 BZ- EQ - T~1 1 J -246.7 0.0 45.7 0.0 0.0 737.0 -737.0

REACTION FORCES & MOMENTS DEFAULT PRINTOUT Unit System : tonf , m____________________________________________

Node LC FX FY FZ MX MY MZ------ -------- ---- ----------- ----------- ----------- ----------- ----------- ----------- 1 Ultim-1 3.5 -22.5 792.3 180.0 10.1 -2.9 Serv-1 2.7 -12.5 565.4 100.0 7.8 -1.6 EQ - T~1 -60.4 0.0 371.1 0.0 -246.2 0.0 EQ - L~1 2.7 -63.2 421.1 494.3 7.8 -0.6

2 Ultim-1 -3.5 -22.5 792.3 180.0 -10.1 2.9 Serv-1 -2.7 -12.5 565.4 100.0 -7.8 1.6 EQ - T~1 -65.9 0.0 471.2 0.0 -261.8 0.0 EQ - L~1 -2.7 -63.2 421.1 494.3 -7.8 0.6

Laporan Akhir V- 16


SUMMATION OF REACTION FORCES ______________________________ LC SUM-FX SUM-FY SUM-FZ -------- ---- ----------- ----------- ----------- Ultim-1 0.0 -45.0 1584.5

Serv-1 0.0 -25.0 1130.9

EQ - T~1 -126.3 0.0 842.3

EQ - L~1 0.0 -126.3 842.3

Laporan Akhir V- 17


Column Design

Laporan Akhir V- 18


Pier Head Design

Diagram Bending Moment

Diagram Geser

Laporan Akhir V- 19


deff h Cover sh 1.5 bn deff 1086 mm

Detail Calculations

RnMu

b b deff2

Rn 0.453MPa

mfy

0.85 fc' m 22.382

1 0.85 fc' 27.6 MPaif

0.65 fc' 55.72 MPaif

0.85 0.05fc' 4000 psi( )

1000 psi otherwise

1 0.85

b0.85 fc'

fy 1

600 MPa600 MPa fy

b 0.023

min1.4 MPa

fy min 0.004 and max 0.75 b max 0.017

1

m1 1

2 m Rnfy

0.001

req min minif

max maxif

otherwise

req 0.004

Asreq req b deff Asreq 116.954cm2

Concrete Bending Design Penulangan : Pierhead P2Lokasi : Ultimate Design

MPa 1N

mm2

t 10000 N t m 10000000N mm psi 0.007MPa

Design Data and Properties :

fc' 20.5 MPa b 0.8 : Strength reduction factor for bending design

fy 390 MPa

Mu 128.3 t m

b 3000 mm h 1200 mm

Cover 50 mm

bn 32 mm : Diameter main bar for bending Asb 126.7 mm2 bn 13 mm=if

198.6 mm2 bn 16 mm=if

286.5 mm2 bn 19 mm=if

387.1 mm2 bn 22 mm=if

506.7 mm2 bn 25 mm=if

642.4 mm2 bn 29 mm=if

794.2 mm2 bn 32 mm=if

0.25 bn2 otherwise

Asb 794.2 mm2

sh 16 mm : Diameter of shear bar

Laporan Akhir V- 20


: Diameter of shear bar Ass 126.7 mm2 sh 13 mm=if

198.6 mm2 sh 16 mm=if

286.5 mm2 sh 19 mm=if

0.25 sh2 otherwise

Ass 198.6 mm2

deff h Cover sh 1.5 bn deff 1086 mm

Detail Calculations

Vc1

6fc' MPa b deff Vc 2473482.717N

s Vc 1607763.766N

0.5 s Vc 803881.883N

Vsmin1

3MPa

b deff s Vsmin 705900N

Vu 580000N

Vsreq s Vsmin Vu s Vc s Vsminif

Vu s Vc otherwise

Vsreq 705900.000N

s 15 cm

AvVsreq s

s fy deff Av 384.615 mm

2Av

s0.256cm

Concrete Shear Design Project : Pier Bentang 60-55 (P2)Ultimate Design

MPa 1N

mm2

t 10000 N t m 10000000N mm psi 0.007MPa

Design Data and Properties :

fc' 20.75 MPa s 0.65 : Strength reduction factor for shear design

fy 390 MPa

Vu 58 t

b 3000 mm h 1200 mm

Cover 50 mm

bn 32 mm : Diameter main bar for bending

sh 16 mm

Laporan Akhir V- 21


c.3. Design Pondasi Grup Tiang Pancang

Final End Column Forces - for Double Column Pier ( Portal Type )Project : Pier span 60-55

Footing Dimension

bf = 6.30 m

lf = 14.80 m

hf1 = 0.50 m

hf2 = 1.20 m

bc = 1.50 m

kh = 0.15

hf = 1.70

Wf = 351.87 ton (Footing Weight )

Hfeq = 52.78 ton

yf = 0.94 m ( from top of footing )

LoadCondition

RemarksColumn 01 Column 02

Hx Hy V Mx My Mz Hx Hy V Mx My Mz

(ton) (ton) (ton) (ton.m) (ton.m) (ton.m) (ton) (ton) (ton) (ton.m) (ton.m) (ton.m)

1 Normal

2 Normal + Breaking Force 2.7 -12.5 565.0100.

0 7.8 -1.6 -2.7 -12.5 565.4 100.0 -7.8 1.6

3 Earthquake Transversal-

604.0 0.0 371.1 0.0-

246.2 0.0 -65.9 0.0 471.2 0.0-

261.8 0.0

4 Earthquake Longitudinal 2.7 -63.2 421.1494.

3 7.8 -0.6 -2.7 -63.2 421.1 494.3 -7.8 0.65

Laporan Akhir V- 22


Total Forces

LoadCondition

Remarks

Total Forces ( due to all structure exclude footing ) Total Force ( at bott of footing )

Hx Hy V Mx My Mz Ht Vt Mt

(ton) (ton) (ton) (ton.m) (ton.m) (ton.m) X- (ton) Y-(ton) (ton)X-

(ton.m)Y-

(ton.m)

1 Normal 0.00 0.00 0.00 0.00 0.00 0.00 0.00 351.87 0.00

2 Normal + Breaking Force 0.00 -25.00 1130.40 200.00 0.00 0.00 0.00 25.00 1482.27 242.50 0.00

3 Earthquake Transversal -669.90 0.00 842.30 0.00 -508.00 0.00 722.68 0.00 1194.17 44.86 1691.69

4 Earthquake Longitudinal 0.00 -126.40 842.20 988.60 0.00 0.00 0.00 179.18 1194.07 1248.34 44.86

5

Laporan Akhir V- 23

Perencanaan Teknik Jembatan Paket BD-1 / 2007

JOB TITLE = Pier P2 - Span 60-55

PILE DATA:

Type of pile = Prestressed concreteDiameter/dimension of pile D = 0.6000 mNet area of pile A = 0.1441 m2Pile length L = 28.0000 mProjection length h = 2.0000 mYoung's modulus E = 3.3700D+06 t/m2Moment of inertia I = 4.8300D-03 m4

PILE ARRANGEMENT:

Number of pile rows = 3Number of piles per row = 7

DESIGN FACTORS:

Beta = 0.324 1/mK = 1,200.000 t/m3Kv = 28,501.094 t/mK1 = 1,027.843 t/mK2 = 2,612.637 t/radK3 = 2,612.637 t.m/mK4 = 9,842.773 t.m/rad

LOADING CASE 1 = Normal

Horizontal force (t) H = 25.0000Vertical force (t) V = 1,482.3000Moment (t.m) M = 243.0000

DISPLACEMENT OF FOOTING:

Alpha (degrees) = 7.425D-03Delta X (cm) = 0.248Delta Y (cm) = 0.149

PILE LOADING FOR CASE No. 1

Row X(m) A(deg) Pn(t) Ph(t) Mo(t.m) Mmax(t.m) Lm(m) Mp(t.m)--------------------------------------------------------------------------- 1 2.400 0.000 79.450 1.190 2.611 -1.040 2.628 -3.050 2 0.000 0.000 70.586 1.190 2.611 -1.040 2.628 -3.050 3 -2.400 0.000 61.722 1.190 2.611 -1.040 2.628 -3.050

LOADING CASE 2 = EQ-Long

Horizontal force (t) H = 179.2000Vertical force (t) V = 1,194.1000Moment (t.m) M = 1,248.0000

DISPLACEMENT OF FOOTING:

Alpha (degrees) = 4.126D-02Delta X (cm) = 0.200Delta Y (cm) = 1.013

PILE LOADING FOR CASE No. 2

Row X(m) A(deg) Pn(t) Ph(t) Mo(t.m) Mmax(t.m) Lm(m) Mp(t.m)--------------------------------------------------------------------------- 1 2.400 0.000 106.120 8.533 19.385 -7.059 2.719 -21.864 2 0.000 0.000 56.862 8.533 19.385 -7.059 2.719 -21.864 3 -2.400 0.000 7.603 8.533 19.385 -7.059 2.719 -21.864

Laporan Akhir IV - 24

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6.Bab IV Laporan Akhir