PT. TIGA DIMENSI KARYA KONSTRUKSI
Project
: PENGADAAN DAN PEMASANGAN PERALATAN BAY TRAFO 150/20kV 60MVA TAHUN 2014 DI BALARAJA (TRF-4)
Client
: PT PLN (Persero) Transmisi Jawa Bagian Barat - APP Duri Kosambi
Title
: Pondasi Apparatus
Revion : 00
I.KRITERIA DISAIN I.1 SATUAN Satuan dalam disain menggunakan satuan SI.
I.2 CODE AND STANDARDS Peraturan dan standar yang digunakan dalam perhitungan ini mengikuti: - Indonesian Reinforced Concrete Code (SNI 03-2847-2002) - Indonesian Loading Design Code (SNI 03-1727-1989) - Indonesian Seismic Code (SNI 03-1726-2002) - Civil Guide Drawing provided by E/M design
I.3 SOIL PROPERTIES Data tanah yang digunakan pada perhitungan ini berdasarkan Laporan Geoteknik "Proyek Pemasangan Travo IV PLN GI Balaraja" oleh PT Carina Griya Mandiri tahun 2016.
I.3.1 Daya Dukung Ijin Pondasi Dangkal Berdasarkan Laporan Geoteknik, Tahanan Dukung ijin yang disarankan untuk pondasi dangkal, seperti berikut: 2
Kedalaman 0.6 m 1.0 m 1.5 m 2.0 m
Daya Dukung Ijin (kg/cm ) Titik S1 Titik S2 Digunakan 0.31 0.63 0.31 0.50 0.50 0.75 0.44 0.44 1.13 0.81 0.81 1.31
Untuk analisa, daya dukung tanah terkecil dari S1 dan S2 akan digunakan.
I.3.2 Pile (TIDAK DIPAKAI) Tipe Pile - Bored Bored Pile Pile Diameter Diameter,, D = 400 mm Pan Panjan jang Pile Pile,, L = 8.0 m
(From From natura turall grou round) nd)
Perhitungan Kapasitas Pile dilakukan berdasarkan data dari tes Sondir, data sondir terlampir pada lampiran laporan ini. Formula yang digunakan untuk perhitungan : Axial - Kapasitas Tekan - Cone Penetration Test Result qc*Ap TF*As Pa = + SF1 SF2 Axial - Kapasitas Tarik - Cone Penetration Test Result TF*As Pa = SF2 Rekomendasi dari Laporan Geoteknik:
Dari kedua hasil ini diambil yang paling kecil, kecil, yaitu =
29.74 ton
1
'
PT. TIGA DIMENSI KARYA KONSTRUKSI
Project
: PENGADAAN DAN PEMASANGAN PERALATAN BAY TRAFO 150/20kV 60MVA TAHUN 2014 DI BALARAJA (TRF-4)
Client
: PT PLN (Persero) Transmisi Jawa Bagian Barat - APP Duri Kosambi
Title
: Pondasi Apparatus
Revion : 00
karena pada Laporan Geoteknik tidak diberikan kapasitas tarik dari Pile, maka perhitungan kapasitas tarik bored pile sebagai berikut: TF*As TF*As dim dimana: ana: TF = Tota Totall Fri Friks ksii tan tanah ah Pa = = SF2 SF2 = 430 kg/cm 430 x 125.6 As = Panjang Panjang keliling keliling pile pile = 5 = 125.6 cm = 10802 kg SF2 = Faktor keamaan untuk tarik = 10.8 ton = 5 Untuk beban temporary (sementara), kapasitas tiang pancang diijinkan diperbesar 25% dari beban permanen. Kapasitas P ile Dia. Panjang (mm) (m) 400
8 .0
(untuk kapasitas satu pile) Kapasitas (Ton) Tekan Permanent Temporary 29.7 39.6
Permanent 10.8
Tarik Temporary 14.4
I.4 MATERIAL I.4.1 Beton Mutu beton yang digunakan mengikuti spesifikasi seperti berikut: Kuat tekan beton dalam untuk umur beton 28 hari: Lean concrete : Grade K0 .fc'= 15 MPa Beton Struktur : Grade K225 .fc'= 18 MPa Berat jenis - Beton Bertulan = 24 kN/m - Beton kosong = 22 kN/m Selimut Beton (SNI 03-2847-2002 - 9.7.1)) No. 1 2
3
Penjelasan Beton Beton Betula Betulang ng yang yang berhubun berhubungan gan langsung langsung dengan dengan Tanah Tanah Beton Beton Betulan Betulang g yang yang berhubun berhubungan gan langsung langsung dengan dengan Lingk Lingkung ungan an Baja Ulir D ≥ 19 Baja Ulir D ≤ 13 atau wire mesh Beton Beton Betulang Betulang yang yang tidak tidak berhu berhubung bungan an langsun langsung g dengan dengan tanah tanah atau atau lingku lingkunga ngan n Lantai, Dinding, Lantai Rip Baja Ulir D ≥ 44 Baja Ulir D ≤ 36 Kolom Tulangan Utama, Pengikat, Sengkang, spiral Shell, Plate Baja Ulir D ≥ 19 Baja Ulir D ≤ 13 atau wire mesh
Selimut Beton(mm) 75 50 40
40 20 40 20 15
I.4.2 Baja Tulangan Mutu baja tulangan BJTD 40 (fy = 400 MPa) untuk D ≥ 13 mm - Ulir BJTP 24 (fy = 240 MPa) untuk D < 13 mm - Polos Berat Jenis 3
78.51 kN/m
Baja
Ukuran Baja Nomor/ Ukuran Ukuran 10 13 16 19 22 25
Diameter
Luas Penampang
(mm) 9.53 12.70 15.88 19.05 22.23 25.40
(mm ) 78 132 200 284 380 490
2
Keliling (cm) 2.99 4.00 5.00 5.98 6.98 8.00
2
'
PT. TIGA DIMENSI KARYA KONSTRUKSI
Project
: PENGADAAN DAN PEMASANGAN PERALATAN BAY TRAFO 150/20kV 60MVA TAHUN 2014 DI BALARAJA (TRF-4)
Client
: PT PLN (Persero) Transmisi Jawa Bagian Barat - APP Duri Kosambi
Title
: Pondasi Apparatus
Revion : 00
II. PONDASI LA DIMENSI PONDASI Pad Dimension 1500 mm L= 1500 mm B= 250 mm h2 = Cover Concrete, Cc =
Pedestal Dimension 800 mm at = 800 mm bt = h1 = 1250 mm
950 mm
ht =
50 mm
MATERIAL PROPERTIES Concrete fc' = 18 MPa (K-225) Steel Reinforcement Bar fy = 240 MPa for db fy = 400 MPa for db Unit Weight
Soil End Bearing Capacity Ec =
19940 MPa
qa = =
13mm 13mm
< ≥
2
(pada level -1.0m)
0.50 kg/cm 50 kN/m
Sliding Coeficient Soil vsConcrete =
0.5
3
γ water =
9.81 kN/m
γ Concrete =
24 kN/m
γ steel =
78.5 kN/m
γ soil =
1.7 kN/m
3 3 3
EQUIPMENT LOADING Loading
*work on pedestal (for 1 LA support / leg) Force (kN)
Load Combination
Fx
Fy
Moment (kNm) Fz
Mx
My
Mz
Comb case 101
0.00
0.00
3.95
0.0
-0.2
0.0
Comb case 102
1.90
0.00
2.91
0.0
-7.1
0.0
Comb case 103
1.08
0.74
2.91
2.8
-4.9
0.0
Comb case 104
1.60
-0.08
5.00
-0.2
-6.4
0.0
Comb case 105
1.08
0.52
5.00
1.5
-4.9
0.0
Comb case 106
1.60
0.08
1.20
0.2
-6.4
0.0
Comb case 107
1.08
0.64
1.20
1.8
-4.9
0.0
ANALYSIS Self Weight: Volume
Member
m
Weight kN
0.56
13.50
0.80
19.20
1.5295
2.60 35.30
3
Concrete V pad B*L*h2 V pedestal n*at*bt*h1 Soil upper pad Vsoil (B*L*ht)(n*at*bt*ht)
Total
Concrete Volume =
1.36 m
3
'
PT. TIGA DIMENSI KARYA KONSTRUKSI APPLIED LOADING (Selfweight+ Equipment Load) Load Force (kN) Combination Vertical Horizontal Comb case 101 39.2 0.00 Comb case 102 38.2 1.90 Comb case 103 38.2 1.31 Comb case 104 40.3 1.60 Comb case 105 40.3 1.20 Comb case 106 36.5 1.60 Comb case 107 36.5 1.26 SOIL REACTION ecc. Due to loading Load Combination m Comb case 101 0.005 Comb case 102 0.186 Comb case 103 0.148 Comb case 104 0.159 Comb case 105 0.128 Comb case 106 0.176 Comb case 107 0.143
Project
: PENGADAAN DAN PEMASANGAN PERALATAN BAY TRAFO 150/20kV 60MVA TAHUN 2014 DI BALARAJA (TRF-4)
Client
: PT PLN (Persero) Transmisi Jawa Bagian Barat - APP Duri Kosambi
Title
: Pondasi Apparatus
Revion : 00
Moment (kNm) Mt 0.185 7.100 5.652 6.424 5.150 6.424 5.237
limit 1/6B m 0.250 0.250 0.250 0.250 0.250 0.250 0.250
2
e ? 1/6B
Reaction (q) kN/m q max q min 17.77 17.11 29.60 4.36 27.03 6.93 29.33 6.49 27.07 8.76 27.64 4.80 25.53 6.91
e < 1/6B e < 1/6B e < 1/6B e < 1/6B e < 1/6B e < 1/6B e < 1/6B
allow. qa 50.00 50.00 50.00 50.00 50.00 50.00 50.00
Ratio 2.81 1.69 1.85 1.70 1.85 1.81 1.96
STATUS mark OK OK OK OK OK OK OK
CHECK OVERTURNING AND SLIDING Check Overturning Load Combination
Moment Overturning (kNm)
Moment Resisting V*L/2 (kNm)
Comb case 101 Comb case 102 Comb case 103 Comb case 104 Comb case 105 Comb case 106 Comb case 107
0.19 7.10 5.65 6.42 5.15 6.42 5.24
29.44 28.66 28.66 30.23 30.23 27.38 27.38
Check Sliding SF
Mresisting/ Moverturning 158.9 4.0 5.1 4.7 5.9 4.3 5.2
Status
Sliding H (kN)
Sliding Resisting V*µ (kN)
OK OK OK OK OK OK OK
0.00 1.90 1.31 1.60 1.20 1.60 1.26
19.62 19.10 19.10 20.15 20.15 18.25 18.25
SF Sliding Rest/ Sliding 10.1 14.6 12.6 16.8 11.4 14.5
Status OK OK OK OK OK OK OK
DESIGN PAD / FOOTING Flexural Penulangan Baja untuk Pad 1. TOP side - Steel Reinforcement X and Y Direction Pembebanan diambil dari beban daya dukung tanah, q = Sehingga, ultimate load,
qu = 1.4 x q
50 kN/m
70 kN/m 2
Momen akibat qu (cantilever), Mu = 0.5 x qu x L = 0.5 x 70 x 0.35 ^2 =
Dimana L = panjang kantilever =
350 mm
4.288 kNm
mengunakan tulangan, Longitudinal =
As (D13) =
D13 every
200 mm
2
132 mm
Steel yeild, fy =
400 MPa
Conc. Comp.,fc' =
18 MPa
effective depth, d = Total luas tulangan dalam 1 meter, As =
193.5 mm
2
660 mm
Momen kapasitas baja tulangan, Mo = 0.8 x As x fy (d - (As x fy/(1.7 x fc' x b))) = 0.8 x 660 x 400 (193.5 - (660 x 400/(1.7 x 18 x 1000))) = 39045082.35 Nmm = 39.05 kNm
>
4.288 kNm
< OK >
4
'
PT. TIGA DIMENSI KARYA KONSTRUKSI
Project
: PENGADAAN DAN PEMASANGAN PERALATAN BAY TRAFO 150/20kV 60MVA TAHUN 2014 DI BALARAJA (TRF-4)
Client
: PT PLN (Persero) Transmisi Jawa Bagian Barat - APP Duri Kosambi
Title
: Pondasi Apparatus
Revion : 00
2. BOTTOM side - Steel Reinforcement X and Y Direction
Beban dari tanah di atas per meter, q = Sehingga, ultimate load,
1.615 kN/m
qu = 1.4 x
2.261 kN/m 2
Momen akibat qu (cantilever), Mu = 0.5 x qu x L = 0.5 x 2.261 x 0.35 ^2 =
Dimana L = panjang kantilever =
350 mm
0.138 kNm
mengunakan tulangan, Longitudinal =
As (D13) =
D13 every
200 mm
2
132 mm
Steel yeild, fy =
400 MPa
Conc. Comp.,fc' =
18 MPa
effective depth, d = Total luas tulangan dalam 1 meter, As =
193.5 mm
2
660 mm
Momen kapasitas baja tulangan, Mo = 0.8 x As x fy (d - (As x fy/(1.7 x fc' x b))) = 0.8 x 660 x 400 (193.5 - (660 x 400/(1.7 x 18 x 1000))) = 39045082.35 Nmm = 39.05 kNm
>
0.138 kNm
< OK >
Geser Geser akan dicek terhadap "One-Way Shear (Punch Shear)" dan "Two-way Shear" 1. One-Way Shear (Punching Shear) Checking Pu dari Max reaction dari Equipment load + Pedestal Pu = 5 kN + 13.5 kN MENT 18.5 kN bo = 3974 mm Vc 1= 1087 kN Vc 2= 1631 kN Vc 3= 1073 kN < OK > Vc = 0.65*min(Vc1;Vc2;Vc3) 697.6 kN > 18.5 kN 2. Two-Way Shear Checking Pembebanan diambil dari beban daya dukung tanah, q = Sehingga, ultimate load, qu = 1.4 x 70 kN/m Shear karena qu (cantilever), Vu = qu x 70 x 0.35 = 24.50 kN Kapasitas Geser Beton Vc = 820.95 kN фVc = 0.75*Vc = 615.71 kN > 24.5 kN PEDESTAL Force:
50 kN/m
< OK >
Fx = 4.75 kN Mx = 17.75 kNm Fy = 4.75 kN My = 17.75 kNm Fz = 100.75 kN 0.00 kNm Mz = Tulangan Longitudinal yang digunakan 12 D16 Sengkang yang digunakan Ø8 -200
Compression Flexural Interaction Diagram M-N
Untuk kolom 800 x 800 sq.mm dengan 12 D16 Sengkang Ø8-200 fc' = 18 MPa 8000
Po
7000 ) 6000 N k ( 5000 n P4000 , l a i 3000 x A 2000
Pn max
Mb, Pb
1000
Mo
0 0
100 200 Actual Load
300
400
500
600
700
800
Moment, Mn (kNm)
5
'
PT. TIGA DIMENSI KARYA KONSTRUKSI
Project
: PENGADAAN DAN PEMASANGAN PERALATAN BAY TRAFO 150/20kV 60MVA TAHUN 2014 DI BALARAJA (TRF-4)
Client
: PT PLN (Persero) Transmisi Jawa Bagian Barat - APP Duri Kosambi
Title
: Pondasi Apparatus
Revion : 00
III. PONDASI CT DIMENSI PONDASI Pad Dimension 1500 mm L= 1500 mm B= 250 mm h2 = Cover Concrete, Cc =
Pedestal Dimension 800 mm at = 800 mm bt = h1 = 1250 mm
950 mm
ht =
50 mm
MATERIAL PROPERTIES Concrete fc' = 18 MPa (K-225) Steel Reinforcement Bar fy = 240 MPa for db fy = 400 MPa for db Unit Weight
Soil End Bearing Capacity Ec =
19940 MPa
qa = =
13mm 13mm
< ≥
(pada level -1.0m)
0.50 kg/cm 2 50 kN/m
Sliding Coeficient Soil vsConcrete =
0.5
3
γ water =
9.81 kN/m
γ Concrete =
24 kN/m
γ steel =
78.5 kN/m
γ soil =
1.7 kN/m
3 3 3
EQUIPMENT LOADING Loading
*work on pedestal (for 1 CT support / leg) Force (kN)
Load Combination
Fx
Moment (kNm)
Fy
Fz
Mx
My
Mz
Comb case 101
0.00
0.08
10.68
0.0
0.0
0.0
Comb case 102
1.71
0.24
9.68
1.0
-6.0
0.0
Comb case 103
0.52
1.11
9.68
3.5
-2.2
0.0
Comb case 104
2.44
0.08
10.36
0.5
-8.3
0.0
Comb case 105
0.52
2.08
10.36
6.8
-2.2
0.0
Comb case 106
2.44
0.24
9.00
0.5
-8.3
0.0
Comb case 107
0.52
2.20
9.00
7.0
-2.2
0.0
ANALYSIS Self Weight: Volume
Member
m
Weight kN
0.56
13.50
0.80
19.20
1.5295
2.60 35.30
3
Concrete V pad B*L*h2 V pedestal n*at*bt*h1 Soil upper pad Vsoil (B*L*ht)(n*at*bt*ht)
Total
Concrete Volume =
1.36 m
6
'
PT. TIGA DIMENSI KARYA KONSTRUKSI APPLIED LOADING (Selfweight+ Equipment Load) Force (kN) Load Combination Vertical Horizontal Comb case 101 46.0 0.08 Comb case 102 45.0 1.73 Comb case 103 45.0 1.23 Comb case 104 45.7 2.44 Comb case 105 45.7 2.14 Comb case 106 44.3 2.45 Comb case 107 44.3 2.26 SOIL REACTION ecc. Due to loading Load Combination m Comb case 101 0.001 Comb case 102 0.135 Comb case 103 0.092 Comb case 104 0.182 Comb case 105 0.156 Comb case 106 0.187 Comb case 107 0.166
Project
: PENGADAAN DAN PEMASANGAN PERALATAN BAY TRAFO 150/20kV 60MVA TAHUN 2014 DI BALARAJA (TRF-4)
Client
: PT PLN (Persero) Transmisi Jawa Bagian Barat - APP Duri Kosambi
Title
: Pondasi Apparatus
Revion : 00
Moment (kNm) Mt 0.025 6.093 4.149 8.301 7.109 8.301 7.349
limit 1/6B m 0.250 0.250 0.250 0.250 0.250 0.250 0.250
2
e ? 1/6B
Reaction (q) kN/m q max q min 20.48 20.39 30.82 9.16 27.37 12.62 35.05 5.54 32.93 7.66 34.45 4.93 32.75 6.62
e < 1/6B e < 1/6B e < 1/6B e < 1/6B e < 1/6B e < 1/6B e < 1/6B
allow. qa 50.00 50.00 50.00 50.00 50.00 50.00 50.00
Ratio 2.44 1.62 1.83 1.43 1.52 1.45 1.53
STATUS mark OK OK OK OK OK OK OK
CHECK OVERTURNING AND SLIDING Check Overturning Load Combination
Moment Overturning (kNm)
Moment Resisting V*L/2 (kNm)
Comb case 101 Comb case 102 Comb case 103 Comb case 104 Comb case 105 Comb case 106 Comb case 107
0.03 6.09 4.15 8.30 7.11 8.30 7.35
34.49 33.74 33.74 34.25 34.25 33.23 33.23
Check Sliding SF
Mresisting/ Moverturning 1379.4 5.5 8.1 4.1 4.8 4.0 4.5
Status
Sliding H (kN)
Sliding Resisting V*µ (kN)
OK OK OK OK OK OK OK
0.08 1.73 1.23 2.44 2.14 2.45 2.26
22.99 22.49 22.49 22.83 22.83 22.15 22.15
SF Sliding Rest/ Sliding 287.4 13.0 18.3 9.4 10.6 9.0 9.8
Status OK OK OK OK OK OK OK
DESIGN PAD / FOOTING Flexural Penulangan Baja untuk Pad 1. TOP side - Steel Reinforcement X and Y Direction Pembebanan diambil dari beban daya dukung tanah, q = Sehingga, ultimate load,
qu = 1.4 x q
50 kN/m
70 kN/m 2
Momen akibat qu (cantilever), Mu = 0.5 x qu x L = 0.5 x 70 x 0.35 ^2 =
Dimana L = panjang kantilever =
350 mm
4.288 kNm
mengunakan tulangan, Longitudinal =
As (D13) =
D13 every
200 mm
2
132 mm
Steel yeild, fy =
400 MPa
Conc. Comp.,fc' =
18 MPa
effective depth, d = Total luas tulangan dalam 1 meter, As =
193.5 mm
2
660 mm
Momen kapasitas baja tulangan, Mo = 0.8 x As x fy (d - (As x fy/(1.7 x fc' x b))) = 0.8 x 660 x 400 (193.5 - (660 x 400/(1.7 x 18 x 1000))) = 39045082.35 Nmm = 39.05 kNm
>
4.288 kNm
< OK >
7
'
PT. TIGA DIMENSI KARYA KONSTRUKSI
Project
: PENGADAAN DAN PEMASANGAN PERALATAN BAY TRAFO 150/20kV 60MVA TAHUN 2014 DI BALARAJA (TRF-4)
Client
: PT PLN (Persero) Transmisi Jawa Bagian Barat - APP Duri Kosambi
Title
: Pondasi Apparatus
Revion : 00
2. BOTTOM side - Steel Reinforcement X and Y Direction
Beban dari tanah di atas per meter, q = Sehingga, ultimate load,
1.615 kN/m
qu = 1.4 x
2.261 kN/m 2
Momen akibat qu (cantilever), Mu = 0.5 x qu x L = 0.5 x 2.261 x 0.35 ^2 =
Dimana L = panjang kantilever =
350 mm
0.138 kNm
mengunakan tulangan, Longitudinal =
As (D13) =
D13 every
200 mm
2
132 mm
Steel yeild, fy =
400 MPa
Conc. Comp.,fc' =
18 MPa
effective depth, d = Total luas tulangan dalam 1 meter, As =
193.5 mm
2
660 mm
Momen kapasitas baja tulangan, Mo = 0.8 x As x fy (d - (As x fy/(1.7 x fc' x b))) = 0.8 x 660 x 400 (193.5 - (660 x 400/(1.7 x 18 x 1000))) = 39045082.35 Nmm = 39.05 kNm
>
0.138 kNm
< OK >
Geser Geser akan dicek terhadap "One-Way Shear (Punch Shear)" dan "Two-way Shear" 1. One-Way Shear (Punching Shear) Checking Pu dari Max reaction dari Equipment load + Pedestal Pu = 10.6813 kN + 13.5 kN = 24.2 kN bo = 3974 mm Vc 1= 1087 kN Vc 2= 1631 kN Vc 3= 1073 kN < OK > Vc = 0.65*min(Vc1;Vc2;Vc3) 697.6 kN > 24.18 kN 2. Two-Way Shear Checking Pembebanan diambil dari beban daya dukung tanah, q = Sehingga, ultimate load, qu = 1.4 x 70 kN/m Shear karena qu (cantilever), Vu = qu x 70 x 0.35 = 24.50 kN Kapasitas Geser Beton Vc = 820.95 kN фVc = 0.75*Vc = 615.71 kN > 24.5 kN PEDESTAL Force:
50 kN/m
< OK >
Fx = 6.13 kN Mx = 20.75 kNm Fy = 6.13 kN My = 20.75 kNm Fz = 114.95 kN 0.00 kNm Mz = Tulangan Longitudinal yang digunakan 12 D16 Sengkang yang digunakan Ø8 -200
Compression Flexural Interaction Diagram M-N
Untuk kolom 800 x 800 sq.mm dengan 12 D16 Sengkang Ø8-200 fc' = 18 MPa 8000
Po
7000 ) 6000 N k ( 5000 n P4000 , l a i 3000 x A 2000
Pn max
Mb, Pb
1000
Mo
0 0
100 200 Actual Load
300
400
500
600
700
800
Moment, Mn (kNm)
8
'
PT. TIGA DIMENSI KARYA KONSTRUKSI
Project
: PENGADAAN DAN PEMASANGAN PERALATAN BAY TRAFO 150/20kV 60MVA TAHUN 2014 DI BALARAJA (TRF-4)
Client
: PT PLN (Persero) Transmisi Jawa Bagian Barat - APP Duri Kosambi
Title
: Pondasi Apparatus
Revion : 00
IV. PONDASI PMT DIMENSI PONDASI Pad Dimension 4500 mm L= 2000 mm B= 300 mm h2 = Cover Concrete, Cc =
Pedestal Dimension 800 mm at = 800 mm bt = h1 = 1200 mm
950 mm
ht =
50 mm
MATERIAL PROPERTIES Concrete fc' = 18 MPa (K-225) Steel Reinforcement Bar fy = 240 MPa for db fy = 400 MPa for db Unit Weight
Soil End Bearing Capacity Ec =
19940 MPa
qa = =
< ≥
13mm 13mm
2
(pada level -1.0m)
0.50 kg/cm 50 kN/m
Sliding Coeficient Soil vsConcrete =
0.5
3
γ Concrete =
24 kN/m
γ steel =
78.5 kN/m
γ soil =
1.7 kN/m
3 3
EQUIPMENT LOADING Loading
*work on pedestal (for 1 CB support / leg) Load Combination
Force (kN) Fx
Moment (kNm)
Fy
Fz
Mx
My
Mz
Comb case 101
0.00
-0.90
16.90
0.0
0.0
0.0
Comb case 102
5.42
-3.20
14.30
13.0
20.6
0.0
Comb case 103
1.70
1.12
14.30
-1.8
8.5
0.0
Comb case 104
4.80
-2.50
18.70
9.9
20.5
0.0
Comb case 105
1.70
0.80
18.70
-2.8
8.5
0.0
Comb case 106
4.80
-2.10
9.98
9.0
20.5
0.0
Comb case 107
1.70
1.10
9.93
-3.5
8.5
0.0
Untuk dua pedestal (kombinasi / Tr anspose loading) x1 = 1000 mm x2 = 3500 mm x1 = 1000 mm
Load Combination Comb case 101 Comb case 102 Comb case 103 Comb case 104 Comb case 105 Comb case 106 Comb case 107
Force (kN)
Eccentricity (mm) X
ex
Y
2250 2706 2393 2559 2360 2829 2456
-0 456.4 143.2 309.1 109.5 579.3 206.3
936.1 732.4 1094 840.1 1051 748.4 1133
ey
Fx
Fy
-63.9 0 -1.8 -268 10.84 -6.4 93.97 3.4 2.243 -160 9.6 -5 51.19 3.4 1.6 -252 9.6 -4.2 132.6 3.4 2.2
Moment (kNm) Fz
33.8 28.6 28.6 37.4 37.4 19.95768 19.85768
Mx
My
-2.16 -7.65 2.688 -5.98 1.914 -5.02 2.633
-0 13.05 4.097 11.56 4.097 11.56 4.097
Mz
0 0 0 0 0 0 0
9
'
PT. TIGA DIMENSI KARYA KONSTRUKSI
Project
: PENGADAAN DAN PEMASANGAN PERALATAN BAY TRAFO 150/20kV 60MVA TAHUN 2014 DI BALARAJA (TRF-4)
Client
: PT PLN (Persero) Transmisi Jawa Bagian Barat - APP Duri Kosambi
Title
: Pondasi Apparatus
Revion : 00
ANALYSIS Self Weight: Volume
Member
m
Weight kN
2.70
64.80
1.54
36.86
7.334
12.47 114.13
3
Concrete V pad B*L*h2 V pedestal n*at*bt*h1 Soil upper pad Vsoil (B*L*ht)(n*at*bt*ht)
Total APPLIED LOADING (Selfweight+ Equipment Load) Force (kN) Load Combination Vertical Horizontal Comb case 101 147.9 1.80 Comb case 102 142.7 12.59 Comb case 103 142.7 4.07 Comb case 104 151.5 10.82 Comb case 105 151.5 3.76 Comb case 106 134.1 10.48 Comb case 107 134.0 4.05 SOIL REACTION ecc. Due to loading Load Combination m Comb case 101 0.015 Comb case 102 0.106 Comb case 103 0.034 Comb case 104 0.086 Comb case 105 0.030 Comb case 106 0.094 Comb case 107 0.036
limit 1/6B m 0.750 0.750 0.750 0.750 0.750 0.750 0.750
4.24 m
Concrete Volume =
Moment (kNm) Mt 2.160 15.131 4.900 13.016 4.522 12.605 4.870
2
e ? 1/6B
Reaction (q) kN/m q max q min 16.76 15.72 18.10 10.82 16.58 14.23 18.77 12.50 17.51 15.33 16.77 10.70 15.61 13.26
e < 1/6B e < 1/6B e < 1/6B e < 1/6B e < 1/6B e < 1/6B e < 1/6B
allow. qa 50.00 50.00 50.00 50.00 50.00 50.00 50.00
Ratio 2.98 2.76 3.01 2.66 2.86 2.98 3.20
STATUS mark OK OK OK OK OK OK OK
CHECK OVERTURNING AND SLIDING Check Overturning Load Combination
Moment Overturning (kNm)
Moment Resisting V*L/2 (kNm)
Comb case 101 Comb case 102 Comb case 103 Comb case 104 Comb case 105 Comb case 106 Comb case 107
2.16 15.13 4.90 13.02 4.52 12.60 4.87
147.93 142.73 142.73 151.53 151.53 134.09 133.99
Check Sliding SF
Mresisting/ Moverturning 68.5 9.4 29.1 11.6 33.5 10.6 27.5
Status
Sliding H (kN)
Sliding Resisting V*µ (kN)
OK OK OK OK OK OK OK
1.80 12.59 4.07 10.82 3.76 10.48 4.05
73.97 71.37 71.37 75.77 75.77 67.04 66.99
SF Sliding Rest/ Sliding 41.1 5.7 17.5 7.0 20.2 6.4 16.5
Status OK OK OK OK OK OK OK
10
'
PT. TIGA DIMENSI KARYA KONSTRUKSI
Project
: PENGADAAN DAN PEMASANGAN PERALATAN BAY TRAFO 150/20kV 60MVA TAHUN 2014 DI BALARAJA (TRF-4)
Client
: PT PLN (Persero) Transmisi Jawa Bagian Barat - APP Duri Kosambi
Title
: Pondasi Apparatus
Revion : 00
DESIGN PAD / FOOTING Flexural Penulangan Baja untuk Pad 1. TOP side - Steel Reinforcement X and Y Direction Pembebanan diambil dari beban daya dukung tanah, q = Sehingga, ultimate load,
qu = 1.4 x q 2
Momen akibat qu, Mu = qu x L / 8 =
50 kN/m
70 kN/m
1/8 x 70 x 2.5 ^2 =
Dimana L = bentang antar pedestal =
2500 mm
54.69 kNm
mengunakan tulangan, Longitudinal =
As (D13) =
D13 every
200 mm
2
132 mm
Steel yeild, fy =
400 MPa
Conc. Comp.,fc' =
18 MPa
effective depth, d = Total luas tulangan dalam 1 meter, As =
243.5 mm
2
660 mm
Momen kapasitas baja tulangan, Mo = 0.8 x As x fy (d - (As x fy/(1.7 x fc' x b))) = 0.8 x 660 x 400 (243.5 - (660 x 400/(1.7 x 18 x 1000))) = 49605082.35 Nmm = 49.61 kNm
<
54.69 kNm
< NOT OK >
2. BOTTOM side - Steel Reinforcement X and Y Direction
Beban dari tanah di atas per meter, q = Sehingga, ultimate load,
1.615 kN/m
qu = 1.4 x
2.261 kN/m 2
Momen akibat qu (cantilever), Mu = 0.5 x qu x L = 0.5 x 2.261 x 1 ^2 =
Dimana L = panjang kantilever =
1000 mm
1.131 kNm
mengunakan tulangan, Longitudinal =
As (D13) =
D13 every
200 mm
2
132 mm
Steel yeild, fy =
400 MPa
Conc. Comp.,fc' =
18 MPa
effective depth, d = Total luas tulangan dalam 1 meter, As =
243.5 mm
2
660 mm
Momen kapasitas baja tulangan, Mo = 0.8 x As x fy (d - (As x fy/(1.7 x fc' x b))) = 0.8 x 660 x 400 (243.5 - (660 x 400/(1.7 x 18 x 1000))) = 49605082.35 Nmm = 49.61 kNm
>
1.131 kNm
< OK >
Geser Geser akan dicek terhadap "One-Way Shear (Punch Shear)" dan "Two-way Shear" 1. One-Way Shear (Punching Shear) Checking Pu dari Max reaction dari Equipment load + Pedestal Pu = 18.7 kN + 64.8 kN = 83.5 kN bo = 4174 mm Vc 1= 1437 kN Vc 2= 2156 kN Vc 3= 1557 kN < OK > Vc = 0.65*min(Vc1;Vc2;Vc3) 934.3 kN > 83.5 kN 2. Two-Way Shear Checking Pembebanan diambil dari beban daya dukung tanah, q = Sehingga, ultimate load, qu = 1.4 x 70 kN/m Shear karena qu (cantilever), Vu = qu x 70 x 2.5 = 70.00 kN Kapasitas Geser Beton Vc = 1033.1 kN фVc = 0.75*Vc = 774.81 kN > 70 kN
50 kN/m
< OK >
11
'
PT. TIGA DIMENSI KARYA KONSTRUKSI PEDESTAL Force:
Project
: PENGADAAN DAN PEMASANGAN PERALATAN BAY TRAFO 150/20kV 60MVA TAHUN 2014 DI BALARAJA (TRF-4)
Client
: PT PLN (Persero) Transmisi Jawa Bagian Barat - APP Duri Kosambi
Title
: Pondasi Apparatus
Revion : 00
Fx = 31.48 kN Mx = 37.83 kNm Fy = 31.48 kN My = 37.83 kNm Fz = 378.83 kN 0.00 kNm Mz = Tulangan Longitudinal yang digunakan 12 D16 Sengkang yang digunakan Ø8 -200
Compression Flexural Interaction Diagram M-N
Untuk kolom 800 x 800 sq.mm dengan 12 D16 Sengkang Ø8-200 fc' = 18 MPa 8000
Po
7000 ) 6000 N k ( 5000 n P4000 , l a3000 i x A 2000
Pn max
Mb, Pb
1000
Mo
0 0
100 200 Actual Load
300
400
500
600
700
800
Moment, Mn (kNm)
12
'
PT. TIGA DIMENSI KARYA KONSTRUKSI
Project
: PENGADAAN DAN PEMASANGAN PERALATAN BAY TRAFO 150/20kV 60MVA TAHUN 2014 DI BALARAJA (TRF-4)
Client
: PT PLN (Persero) Transmisi Jawa Bagian Barat - APP Duri Kosambi
Title
: Pondasi Apparatus
Revion : 00
V. PONDASI PMS DIMENSI PONDASI Pad Dimension 6900 mm L= 2000 mm B= 250 mm h2 = Cover Concrete, Cc =
Pedestal Dimension 300 mm at = 300 mm bt = h1 = 1250 mm
ht =
950 mm
50 mm
MATERIAL PROPERTIES Concrete fc' = 18 MPa (K-225) Steel Reinforcement Bar fy = 240 MPa for db fy = 400 MPa for db Unit Weight
Soil End Bearing Capacity Ec =
19940 MPa
qa = =
< ≥
13mm 13mm
2
(pada level -1.0m)
0.50 kg/cm 50 kN/m
Sliding Coeficient Soil vsConcrete =
0.5
3
γ Concrete =
24 kN/m
γ steel =
78.5 kN/m
γ soil =
1.7 kN/m
3 3
EQUIPMENT LOADING Untuk dua pedestal (kombinasi / Tr anspose loading) *work on pedestal 1 Force (kN) Load Combination Fx Fy Comb case 101 -0.19 -0.16 Comb case 102 4.19 1.01 Comb case 103 1.51 2.35 Comb case 104 2.26 0.22 Comb case 105 1.36 1.68 Comb case 106 2.33 0.45 Comb case 107 1.42 1.86 *work on pedestal 3 Force (kN) Load Combination Fx Fy Comb case 101 0.17 0.53 Comb case 102 3.71 -1.22 Comb case 103 0.62 2.76 Comb case 104 2.01 -0.71 Comb case 105 0.76 1.63 Comb case 106 1.96 -0.41 Comb case 107 0.71 1.88 *work on pedestal 5 Force (kN) Load Combination Fx Fy Comb case 101 -0.21 1.14 Comb case 102 4.09 -0.68 Comb case 103 1.20 2.60 Comb case 104 2.29 -0.18 Comb case 105 1.30 1.98 Comb case 106 2.07 0.04 Comb case 107 1.09 2.14
*work on pedestal 2 Moment (kNm) Fz 7.51 0.63 0.27 4.28 1.30 3.76 0.91
Mx 0.00 0.00 0.00 0.00 0.00 0.00 0.00
My 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Mz 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Fz 7.20 14.13 2.12 11.63 3.53 11.18 3.39
Mx 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Fz 13.88 1.43 12.94 10.06 17.59 -0.71 6.69
Moment (kNm) Mx My Mz 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Moment (kNm) My 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Mz 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Load Combination Comb case 101 Comb case 102 Comb case 103 Comb case 104 Comb case 105 Comb case 106 Comb case 107 *work on pedestal 4 Load Combination Comb case 101 Comb case 102 Comb case 103 Comb case 104 Comb case 105 Comb case 106 Comb case 107 *work on pedestal 6 Load Combination Comb case 101 Comb case 102 Comb case 103 Comb case 104 Comb case 105 Comb case 106 Comb case 107
Force (kN) Fx 0.02 4.93 -0.49 2.12 -0.53 2.14 -0.53
Fy 0.25 1.70 4.18 0.91 2.03 1.09 2.15
Moment (kNm) Fz 7.88 4.72 -2.09 6.25 2.71 5.62 2.20
Mx 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Fz 13.58 15.03 16.05 17.46 20.09 6.12 9.17
Mx 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Fz 12.62 16.80 23.49 19.04 23.21 10.30 14.35
Moment (kNm) Mx My Mz 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Force (kN) Fx 0.20 3.87 1.00 2.01 0.90 2.19 1.09
Fy 0.44 1.57 3.05 0.75 2.04 0.88 2.13
Force (kN) Fx Fy 0.01 0.49 4.94 0.82 -0.63 4.78 2.12 0.80 -0.58 2.64 2.11 0.96 -0.58 2.74
My 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Mz 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Moment (kNm) My 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Mz 0.00 0.00 0.00 0.00 0.00 0.00 0.00
13
'
PT. TIGA DIMENSI KARYA KONSTRUKSI
Project
: PENGADAAN DAN PEMASANGAN PERALATAN BAY TRAFO 150/20kV 60MVA TAHUN 2014 DI BALARAJA (TRF-4)
Client
: PT PLN (Persero) Transmisi Jawa Bagian Barat - APP Duri Kosambi
Title
: Pondasi Apparatus
Revion : 00
x1 = 3000 mm y1 = 1300 mm
Loading
Equipment Load:
(Total equipment) Eccentricity
Equipment Total Force
Load Combination
X
ex
Y
ey
Comb case 101
3532
-532
707
-57
Comb case 102
4343
-1343
1511
Comb case 103
5250
-2250
Comb case 104
4044
Comb case 105
4672
Comb case 106
3457
-457
1231
-581
5.26
14.51
-8.43
-6.64
Comb case 107
4575
-1575
1020
-370
5.32
14.68
-5.43
-23.12
Fh
Fz
Mx
My
1.08
25.07
-1.43
-13.33
-861
10.37
21.09
-18.16
-28.32
998
-348
7.99
21.11
-7.35
-47.50
-1044
1042
-392
5.17
27.49
-10.76
-28.70
-1672
933
-283
4.97
27.37
-7.74
-45.75
ANALYSIS Self Weight: Volume
Member
m
Weight kN
3.45
82.80
0.23
5.40
12.939
22.00 110.20
3
Concrete V pad B*L*h2 V pedestal n*at*bt*h1 Soil upper pad Vsoil (B*L*ht)(n*at*bt*ht)
Total APPLIED LOADING (Selfweight+ Equipment Load) Force (kN) Load Combination Vertical Horizontal Comb case 101 135.3 1.08 Comb case 102 131.3 10.37 Comb case 103 131.3 7.99 Comb case 104 137.7 5.17 Comb case 105 137.6 4.97 Comb case 106 124.7 5.26 Comb case 107 124.9 5.32 SOIL REACTION ecc. Due to loading Load Combination m Comb case 101 0.099 Comb case 102 0.256 Comb case 103 0.366 Comb case 104 0.223 Comb case 105 0.337 Comb case 106 0.086 Comb case 107 0.190
limit 1/6B m 1.150 1.150 1.150 1.150 1.150 1.150 1.150
Concrete Volume =
3.68 m
Moment (kNm) Mt 13.411 33.645 48.063 30.650 46.397 10.731 23.746 e ? 1/6B e < 1/6B e < 1/6B e < 1/6B e < 1/6B e < 1/6B e < 1/6B e < 1/6B
2
Reaction (q) kN/m q max q min 10.65 6.89 11.63 2.20 12.54 -0.93 11.91 3.31 12.89 -0.12 9.71 6.70 10.55 3.89
allow. qa 50.00 50.00 50.00 50.00 50.00 50.00 50.00
Ratio 4.70 4.30 3.99 4.20 3.88 5.15 4.74
STATUS mark OK OK OK OK OK OK OK
14
'
PT. TIGA DIMENSI KARYA KONSTRUKSI
Project
: PENGADAAN DAN PEMASANGAN PERALATAN BAY TRAFO 150/20kV 60MVA TAHUN 2014 DI BALARAJA (TRF-4)
Client
: PT PLN (Persero) Transmisi Jawa Bagian Barat - APP Duri Kosambi
Title
: Pondasi Apparatus
Revion : 00
CHECK OVERTURNING AND SLIDING Check Overturning Load Combination
Moment Overturning (kNm)
Moment Resisting V*L/2 (kNm)
Comb case 101 Comb case 102 Comb case 103 Comb case 104 Comb case 105 Comb case 106 Comb case 107
13.41 33.64 48.06 30.65 46.40 10.73 23.75
135.27 131.29 131.31 137.69 137.57 124.71 124.88
Check Sliding SF
Mresisting/ Moverturning 10.1 3.9 2.7 4.5 3.0 11.6 5.3
Status
Sliding H (kN)
Sliding Resisting V*µ (kN)
OK OK OK OK OK OK OK
1.08 10.37 7.99 5.17 4.97 5.26 5.32
67.63 65.64 65.65 68.84 68.78 62.35 62.44
SF Sliding Rest/ Sliding 62.6 6.3 8.2 13.3 13.8 11.9 11.7
Status OK OK OK OK OK OK OK
DESIGN PAD / FOOTING Flexural Penulangan Baja untuk Pad 1. TOP side - Steel Reinforcement X and Y Direction Pembebanan diambil dari beban daya dukung tanah, q = Sehingga, ultimate load,
qu = 1.4 x q 2
Momen akibat qu, Mu = qu x L / 16 =
50 kN/m
70 kN/m
1/16 x 70 x 3 ^2 =
Dimana L = bentang antar pedestal =
3000 mm
39.38 kNm
mengunakan tulangan, Longitudinal =
As (D13) =
D13 every
200 mm
2
132 mm
Steel yeild, fy =
400 MPa
Conc. Comp.,fc' =
18 MPa
effective depth, d = Total luas tulangan dalam 1 meter, As =
193.5 mm
2
660 mm
Momen kapasitas baja tulangan, Mo = 0.8 x As x fy (d - (As x fy/(1.7 x fc' x b))) = 0.8 x 660 x 400 (193.5 - (660 x 400/(1.7 x 18 x 1000))) = 39045082.35 Nmm = 39.05 kNm
<
39.38 kNm
< NOT OK >
2. BOTTOM side - Steel Reinforcement X and Y Direction
Beban dari tanah di atas per meter, q = Sehingga, ultimate load,
1.615 kN/m
qu = 1.4 x
2.261 kN/m 2
Momen akibat qu (cantilever), Mu = 1/8 x qu x L = 1/8 x 2.261 x 1 ^2 =
Dimana L = panjang kantilever =
1000 mm
0.283 kNm
mengunakan tulangan, Longitudinal =
As (D13) =
D13 every
200 mm
2
132 mm
Steel yeild, fy =
400 MPa
Conc. Comp.,fc' =
18 MPa
effective depth, d = Total luas tulangan dalam 1 meter, As =
193.5 mm
2
660 mm
Momen kapasitas baja tulangan, Mo = 0.8 x As x fy (d - (As x fy/(1.7 x fc' x b))) = 0.8 x 660 x 400 (193.5 - (660 x 400/(1.7 x 18 x 1000))) = 39045082.35 Nmm = 39.05 kNm
>
0.283 kNm
< OK >
Geser Geser akan dicek terhadap "One-Way Shear (Punch Shear)" dan "Two-way Shear" 1. One-Way Shear (Punching Shear) Checking Pu dari Max reaction dari Equipment load + Pedestal Pu = 23.487401 kN + 82.8 kN = 106.3 kN bo = 1974 mm Vc 1= 540.2 kN Vc 2= 810.3 kN Vc 3= 799.6 kN < OK > Vc = 0.65*min(Vc1;Vc2;Vc3) 351.1 kN > 106.29 kN
15
'
PT. TIGA DIMENSI KARYA KONSTRUKSI
Project
: PENGADAAN DAN PEMASANGAN PERALATAN BAY TRAFO 150/20kV 60MVA TAHUN 2014 DI BALARAJA (TRF-4)
Client
: PT PLN (Persero) Transmisi Jawa Bagian Barat - APP Duri Kosambi
Title
: Pondasi Apparatus
2. Two-Way Shear Checking Pembebanan diambil dari beban daya dukung tanah, q = Sehingga, ultimate load, qu = 1.4 x 70 kN/m Shear karena qu (cantilever), Vu = qu x 70 x 3 = 70.00 kN Kapasitas Geser Beton Vc = 820.95 kN фVc = 0.75*Vc = 615.71 kN > 70 kN PEDESTAL Force:
Revion : 00
50 kN/m
< OK >
Fx = 12.36 kN 0.00 kNm Mx = Fy = 11.94 kN 0.00 kNm My = Fz = 58.72 kN 0.00 kNm Mz = Tulangan Longitudinal yang digunakan 8 D16 Sengkang yang digunakan Ø8 -200
Compression Flexural Interaction Diagram M-N
Untuk kolom 300 x 300 sq.mm dengan 8 D16 Sengkang Ø8-200 fc' = 18 MPa 3500
Po
3000
Pn max
) N2500 k ( n2000 P , l 1500 a i x A1000
Mb, Pb
500
Mo
0 0
100
Actual Load
200
300
Moment, Mn (kNm)
16
'
PT. TIGA DIMENSI KARYA KONSTRUKSI
Project
: PENGADAAN DAN PEMASANGAN PERALATAN BAY TRAFO 150/20kV 60MVA TAHUN 2014 DI BALARAJA (TRF-4)
Client
: PT PLN (Persero) Transmisi Jawa Bagian Barat - APP Duri Kosambi
Title
: Pondasi Apparatus
Revion : 00
VI. ATTACHEMENT
17
'
