KALKULASI KSO MJPL-MURZA DOCUMENT NO. HSN-CS-50-001-A4
PEMILIK
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PONDASI TRANSFER PUMP TBBM MAKASAR
:
PT PERTAMINA (PERSERO) DIREKTORAT PEMASARAAN PEMASARAAN DAN NIAGA
KONTRAKTOR
:
KSO MJPL - MURZA
NAMA PROYEK
:
PIPANISASI AVTUR TBBM MAKASAR KE DPPU HASUNUDDIN
LOKASI
:
TBBM MAKASAR – DPPU DPPU HASANUDDIN
CONTRACT NO.
:
SPB-080/F00000/2016-SO SPB-080/F00000/2016-SO (Tgl 26 September 2016)
0
09 Mei 17
ISSUED FOR REVIEW
REV.
DATE
DESCRIPTION
PREP’D
CHECKED
APPROVED
KSO MJPL - MURZA
GZ
KA
TH
PREP’D
CHECKED
APPROVED
MK - SI
PERTAMINA
KALKULASI KSO MJPL-MURZA DOCUMENT NO. HSN-CS-50-001-A4
PONDASI TRANSFER PUMP TBBM MAKASAR
LEMBARAN REVISI
Rev. No.
Tanggal
Deskprisi
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KALKULASI KSO MJPL-MURZA DOCUMENT NO. HSN-CS-50-001-A4
PONDASI TRANSFER PUMP TBBM MAKASAR
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DAFTAR ISI
1.0
2.0
PENDAHULUAN…………………………………………………………………… ...4
1.1
Umum..................................................................................................................4
1.2
Ruang Lingkup...................................................................................................4
1.3
Referensi..............................................................................................................4
HASIL RINGKASAN ………………………………………………………………… .4
2.1
Analisi Statis dan Hasil........................................................................................4
2.2
Perancangan Pondasi Slab...................................................................................6
3.0
DESAIN BASIS………………..……………………………………………………… .6
4.0
BEBAN DASAR…….………………………………………………………………… .7
5.0
4.1
Data list Transfer Pump ...........................................................................................7
4.2
Beban Angin........................................................................................................7
4.3
Beban Gempa.......................................................................................................7
PERHITUNGAN PONDASI TRANSFER PUMP.. ………………………………… 8
5.1
Ukuran Pondasi………...........................................................................................8
5.2
Beban Pondasi dan Pompa..................................................................................8
6.0
PERHITUNGAN DAYA DUKUNG TANAH PONDASI…..……………………...11
7.0
PERHITUNGAN PENULANGAN PONDASI…………..…..……………………..13
8.0
KONTROL GESER PADA PON DASI……….…………..…..…………………… .14
9.0
KONTROL STABILITAS GULING PADA
10.0
PERHITUNGAN ANCHO R BOLT……………………………….……………… .15
LAMPIRAN
PONDASI………….……………… .15
KALKULASI KSO MJPL-MURZA DOCUMENT NO. HSN-CS-50-001-A4
1.0
PENDAHULUAN
1.1
Umum
PONDASI TRANSFER PUMP TBBM MAKASAR
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PT. PERTAMINA (PERSERO) berencana untuk membuat rehabilitasi sarana pasokan avtur untuk TBBM - DPPU Hasanuddin. Lingkup pekerjaan meliputi fasilitas berikut: • Detil rekayasa desain, pengadaan, konstruksi, pengujian dan pra-komisi 1.2
Ruang Lingkup Laporan ini mencakup perhitungan desain untuk pondasi pemisah penyaring mikro. Desain pondasi dangkal untuk Transfer Pump DPPU - Hasanuddin. berdasarkan daftar peralatan mekanik saja, data vendor tidak tersedia. Oleh karena itu, kebutuhan desain ditinjau vendor data aktual dan tata letak peralatan terbaru.
1.3
Referensi 1.3.1
Document Proyek
Design Specification for Civil, Structural and Architectural, HSN-CS-50-012-A4. Mechanical Data Sheet for Transfer Pump ( Lampiran ) Soil Investigation Report. 1.3.2
Kode
Uniform Building Code 1997 (UBC ’97). American Society of Civil Engineers - Minimum Design Loads for Buildings and Other Structure, ANSI/ASCE 7-02.
American Concrete Institute - Building Code Requirement for Structural Concrete, ACI 318-2002.
Standar Perencanaan Ketahanan Gempa Untuk Struktur Bangunan Gedung, SNI 03-1726-2012.
2.0
HASIL RINGKASAN
2.1
Analisa Statik dan Hasil
Pondasi dirancang berdasarkan statis dalam kondisi tempat sebagaimana diringkaskan di bawah ini.
KALKULASI KSO MJPL-MURZA DOCUMENT NO. HSN-CS-50-001-A4
2.1.1
Faktor Keamanan (SF) untuk Stabilitas Guling (M) Minimum SF for the stabilitas guling is 3.7 yang diijinkan SF of 1.50 ( based on ACI 351.2R-94 ). Mguling (kN.m)
Mpenahan (kN.m)
Aktual SF
Diijinkan SF
Keterangan
DL+ Gempa
97.5
356.6
3.7
1.50
(Ok)
DL+ Angin
48.6
356.6
7.5
1.50
(Ok)
Load Combination
2.1.2
Faktor Keamanan (SF) for Stabilitas Geser (V) Minimum SF untuk stabilitas geser adalah 1.54 dimana yang diijinkan SF of 1.50 (based on ACI 351.2R-94). Shear Vgeser (kN)
Shear Vpenahan (kN)
Aktual SF
Diijinkan SF
Keterangan
DL+ Gempa
38.04
69.57
1.83
1.50
(Ok)
DL+ Angin
45.23
69.57
1.54
1.50
(Ok)
Load Combination
2.1.3
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PONDASI TRANSFER PUMP TBBM MAKASAR
Daya Dukung (q) Daya dukung tanah ijin 187 kN/m² dimana kapasitas daya dukung ultimate yang terjadi 607.5 kN/m² ( HB-3 Cross TBBM ) Daya dukung tanah ijin maximum yang terjadi 34.31 kN/m² yang lebih dari of 0 kN/m² Maximum Tekanan Tanah qmax (kN/m²)
Manimum Tekanan Tanah qmin (kN/m²)
Kapasitas Tanah Ijin qall (kN/m²)
Keterangan
Pump ( Dead Load )
19.06
19.06
202.5
(Ok)
DL + Gempa
34.31
3.81
269.32
(Ok)
DL + Angin
26.67
11.45
269.32
(Ok)
Kombinasi Beban
Note : Untuk beban sementara (kombinasi dengan angin atau gempa), q all akan meningkat sebesar 33%. Dimana, DL = Dead load + Pompa (Self weight of foundation). Angin = Beban Angin Gempa = Beban Gempa
KALKULASI KSO MJPL-MURZA DOCUMENT NO.
PONDASI TRANSFER PUMP TBBM MAKASAR
HSN-CS-50-001-A4
2.2
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Perancangan Pondasi Slab 2.2.1
Perencanaan Beton Slab 2.2.1.1
Ukuran Pondasi Ukuran pondasi yang dibuat 2.440 m (width) x 3.965 m (length) x 0.60 m (tebal)
2.2.1.2
Penulangan Pondasi Slab Pembesian pondasi slab yang dipakai Appendix-A. yang dipergunakan dalam penulangan ini 1340.4 mm²/m (D16@150, two layers) Sedangkan luasan tulangan yang diperlukan dalam perhitungan adalah 930.60 mm²/m.
3.0
DESIGN BASIS
Tekanan tanah di bawah pondasi harus diasumsikan terdistribusi secara linier sepanjang dasar atau lebar .
Bahan dipertimbangkan untuk desain ditunjukkan pada Lampiran-A.
Tulangan pondasi beton harus didasarkan pada pengendalian penyusutan atau sebagaimana diatur dalam ACI 318-2002
KALKULASI KSO MJPL-MURZA DOCUMENT NO.
PONDASI TRANSFER PUMP TBBM MAKASAR
HSN-CS-50-001-A4
4.0
BEBAN DASAR
4.1
Data list Transfer Pump
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Berdasarkan Mechanical equipment list beban equipment
Dead weight of transfer pump condition E(E) E(E) = 1588 kg
The total weight of transfer pump during normal operation condition E(O) E(O) = 1710 kg.
16.770 kN
The total weight of transfer pumpduring skid (base plate) E(T) E(T) = 1232 kg
4.2
15.537 kN
12.082 kN
Beban Angin Beban angin dihitung sesuai dengan rumus yang diberikan di ANSI/ASCE 7-02 W = q.G.C.A Dimana,
W
= Wind load (N).
q
= Velocity pressure (N/m2).
G
= Gust effect factor.
C
= Net pressure coefficient.
A
= Projected area normal (m2).
Tekanan Angin ("q") q = 0.613 K z K zt I (V)2 (N/m2) Dimana,
4.3
K zt
= 1.
K z
= Exposure Coefficient Table-6-3 of ANSI/ASCE7-02 (Exposure-C).
I
= Importance factor = 1.0.
V
= Basic design wind velocity (20 m/s).
Beban Gempa Analisa struktur tahan gempa ditentukan bedasarkan konfigurasi struktur dan fungsi yg dikaitkan Total beban dasar geser harus dihitung dengan menggunakan rumus: V = Cs x Wt
Dimana,
V
= Gaya geser dasar
Ie
= Faktor keutamaan gempa
KALKULASI KSO MJPL-MURZA DOCUMENT NO.
PONDASI TRANSFER PUMP TBBM MAKASAR
HSN-CS-50-001-A4
5.0
R p
= Koefesien reduksi gempa
T
= Ct. H0.9
Cs
= Seismic responsed factor.
Wt
= Total weight of structure (kN).
Perhitungan Pondasi Transfer Pump
Ukuran pondasi minimum : (Brosur pump outline and vendor catalogue)
5.1 Ukuran Pondasi B= L= A (Luas) = T (Tebal) = (beton) = Df =
2.440 3.965
m m
9.675 0.60 24
m2 m kN/m3
0.50 0.10
m
5.2 Beban Pondasi dan Pompa 1. Beban a. Berat Pondasi W pondasi =
c x L x B x T
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KALKULASI KSO MJPL-MURZA DOCUMENT NO.
PONDASI TRANSFER PUMP TBBM MAKASAR
HSN-CS-50-001-A4
=
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139 kN
b. Berat Pompa Mechanical Data Sheet brosur API 610 BB3 Multi stage Pump Wp
= berat pompa
= 3500 lb = 1588 kg = 15.573 kN
Wdrive = berat operating = 3770 lb = 1710 kg = 16.770 kN Wplate = berat plat/skid
= 2716 lb = 1232 kg = 12.082 kN
c. Beban Gempa Analisa struktur tahan gempa ditentukan berdasarkan konfigurasi struktur dan fungsi yang dikaitkan dengan tanah dasar dan peta zonasi gempa Sesuai SNI 031726-2012. V = Cs x Wt dimana : V =
Gaya geser dasar
Ie =
Faktor keutamaan gempa
Ie =
1
R p =
Koefesien reduksi gempa
R p =
2.5
T =
Ct. H0.9
T = T = H =
0.0488. 1.2950.9 0.114 detik 2.563 m
Cs = S1 SS SDS SD1 Ct Ct Cu Fa Fv SMS SMI SS Fa S1 Fv
SD TIe
Nilai koefesien respon sesmik
= Respon Spektral MCE Periode 1 detik redaman 5% (Wilayah Makasar) = Respon Spektral MCE Pendek 1 detik redaman 5% (Wilayah Makasar) = Respon Spektral Periode Tertentu = Respon Spektral Periode 1 Detik = Perode Pendekatan (table) = 0.0488 = Koefesien batas atas periode yang dihitung (table) = Koefesien situs periode pendek = Koefesien situs periode panjang = Respon Spektral MCE Periode Pendek = Respon Spektral MCE Periode 1 Detik = 0.25 ( gempa Makasar) = 1.6 (Tabel) = 0.15 ( gempa Makasar) = 2.4 (Tabel)
KALKULASI KSO MJPL-MURZA DOCUMENT NO.
PONDASI TRANSFER PUMP TBBM MAKASAR
HSN-CS-50-001-A4
SMS SMS SM1 SM1 SDS SDS SD1 SD1
= Fa x SS = 0.4 = Fv x S1 = 0.36 = 2/3 x SMS = 0.27 = 2/3 x SM1 = 0.24
Cs
=
Wt
= Berat total struktur ( kondisi operating ) = 4600 kg = 45.111 kN
Ve
= Cs x Wt = 0.84 x 45.111 = 3879.14 kg 38.08 kN = Ve. H = 3879.14 x 2.563 = 9942 kgm = 98 kNm
Ve M M
SD TIe
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= 1.6 x 0.25 = 2.4 x 0.15 = 2/3
x 0.4
= 2/3
x 0.36
= 0.84
d. Beban Angin Perhitungan beban angin berdasarkan dari ANSI ASCE 7-02 W = q. G. C. A dimana ; G = Gust effect factor = 0.85 C = Koefesien tekanan = 0.70 A = Projected area normal (m2) W = Beban angin (N) Ht = 1.079 m D = 0.864 m A = 0.603 m2 Tekanan Angin ( q ) q = 0.613. Kz. Kzt. I. V2 ( N/m2 ) dimana ; Kzt = 1.00 Kz = Exposure Coeficient for H < 4.6 m = 0.85 Table 6-3 of ANSI ASCE 7-02 (Exposure C) I = Importance factor = 1.00 V = Basic design wind velocity = 20 m/s Ht = 0.5 x (K + F + F + F + 0.10)
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PONDASI TRANSFER PUMP TBBM MAKASAR
HSN-CS-50-001-A4
Ht = q = = = W= W= =
1.079 m 0.613 x 1 x 0.85 x 1 x 202 208.42 N/m2 2.044 kN/m2 q. G. C. A 115.56 N 0.116 kN
Ht
Ukuran : L = 4.547 m
K = 0.914 m
F = 0.381 m
J = 1.765 m
E = 0.406 m
H = 0.432 m
A = 0.432 m
B = 0.432 m
Beban Angin ke Arah Bersinggungan Tinggi dari
Tekanan angin
Tinggi
Luas
Geser
Momen
permukaan tanah
q
Ht
A
W or Vw
M1
(m)
(kN/m2)
(m)
(m2)
( kN )
( kN.m )
0.00 - 4.60
2.044
1.079
0.932
0.116
48.653
Gaya Geser = 0.116 kN Momen
= Wt x Ht = 45.111 x 1.079 = 48.653 kNm
6.0
Perhitungan Daya Dukung Tanah Pondasi Data tanah mengambil dari pengujian (soil investigation) titik HB-3 Cross TBBM
= 30o c
= 7.94 kN/m2
= 15.98 kN/m3
Df = 0.50 m B
= 2.440 m
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PONDASI TRANSFER PUMP TBBM MAKASAR
HSN-CS-50-001-A4
L
= 3.965 m
Persamaan Terzaghi & Peck (1948) qu = c. Nc. ( 1 + 0.3 B/L ) + Df. . Nq + 0.5. B. N ( 1- 0.2. B/L ) qu
= = =
ultimate bearing capacity, kN/m² Kohesi Tanah, kN/m² Berat Jenis Tanah, kN/m³
Po
=
tekanan beban merata tanah akibat kedalamaan Df, kN/m²
c
Df = B = L = Nc = Nq = N =
Kedalaman Pondasi, (m) Lebar Pondasi, (m) Panjang Pondasi, (m) bearing capacity factor bearing capacity factor bearing capacity factor
= 30o Nc = 40.4 Nq = 25.3 N = 23.7 qu = 643.45 kN/m2 qall = qu / FK FK = 3 qall = 202.50 kN/m2 qalllpermanen =
202.50 kN/m2
qalllsementara =
269.32 kN/m2
Daya dukung ijin max
=
1959kN
Sect Modulus (Z)
=
6.393 m3
Gross soil bearing q =
184 kN ( Ok )
(Wt + Wfound)/(B x L) + 6M/(B x L2) kN/m2
Load
Maximum soil pressure qmax (kN/m 2)
Minimum soil pressure qmin (kN/m2)
Daya Dukung Tanah Ijin kN/m2
Keterangan
Pump (Dead Load)
19.06
19.06
202.50
OK
DL + Gempa
34.31
3.81
269.32
OK
DL + Angin
26.67
11.45
269.32
OK
KALKULASI KSO MJPL-MURZA DOCUMENT NO.
PONDASI TRANSFER PUMP TBBM MAKASAR
HSN-CS-50-001-A4
7.0
Perhitungan Penulangan Pondasi
Kuat Tekan Beton Tegangan leleh baja
L= q = Mu = Vu =
fc = 21 Mpa fy = 414 Mpa
3.97
m
34.31 67.43 68.03
kN/m2 kNm kN
Mu = 1/8 x q x L2 Vu = 1/2 x q x L
h
tebal pondasi
=
0.60 m
b
lebar pondasi per m’ =
1.00 m
cc selimut beton
=
0.075 m
de tebal efektif pondasi =
0.517 m
L
panjang pondasi
=
3.97 m
Es Modulus elastisitas
=
210000 Mpa
Factor reduksi
=
0.90
D diameter tulangan
=
0.016 m
min
=
0.0018
Momen Max ditengah bentang Mu
= 67.43 kNm = 6743.12 kgm = 66127407.30 Nmm
Mn
= 7492.35 kgm = 734748997.00 Nmm
m = fy / 0.85,fc'
= 23.18
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KALKULASI KSO MJPL-MURZA DOCUMENT NO.
PONDASI TRANSFER PUMP TBBM MAKASAR
HSN-CS-50-001-A4
Ru = Mu / f b. d2
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= 0.313
(1 − √ 1 − 2mRu) m fy
=
= 0.000236
min
= 0.0018
Jika < rmin maka digunakan min As perlu = min x b x de (per 1 m lebar) As perlu = 201.06 mm2 Tulangan yang diperlukan D
= 16 mm
As perlu = 201.06 mm2 Jarak Tulangan
= 150 mm
As perlu = 7 bh As perlu = 1340.41
930.60 mm2
OK
Digunakan D 16 – 150 mm Cek Penulangan Geser Vu = 68.03 kN Vc = 1/6 * (f'c)^0.5 * B * de Vc = 394865.27 N = 394.87 kN
Vn = 0.75. Vc (Ø = 0.75) (shear reduction factor, ACI 9.3.2.3) Vn = 296.15 Kn Vn = 296.15 Vu = 68.03 kN OK 8.0
Kontrol Terrhadap Geser
Fw = Gaya Horisontal Fr = Gaya Penahan R . tg = ( Wpondasi + W total ) tg
= 2/3. = 20.67 tan = 0.377 Fr = 69.57 kN
KALKULASI KSO MJPL-MURZA DOCUMENT NO. HSN-CS-50-001-A4
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PONDASI TRANSFER PUMP TBBM MAKASAR
Beban
Fw
Fr
FK
Ijin FK
Keterangan
DL + Gempa
38.04
69.57
1.83
1.5
OK
DL + Angin
45.23
69.57
1.54
1.5
OK
Kontrol Terrhadap Stabilitas Guling
Mguling = M due to gempa atau angin M penahan = (Wt + Wpondsi) x 0.5L SF = M penahan / Mguling M penahan = 365.62 kNm Beban
Mguling (kN-m)
M penahan (kN-m)
FK
Ijin FK
Keterangan
DL + Gempa
97.5
365.62
3.7
1.5
OK
DL + Angin
48.65
365.62
7.5
1.5
OK
10. Perhitungan Anchor Bolt
1. Data Gaya Tekan Gaya Moment Gaya Geser
(Pu) (Mu) (Vu)
= = =
4192.41 24375.40 9510.49
N N N
2. Base Plat Tegangan Leleh Baja
(fy)
=
240
Mpa
Tegangan Tarik Baja
(fu p)
=
400
Mpa
Lebar Base Plat
(B)
=
300
mm
Panjang Base Plat
(L)
=
300
mm
Tebal Base Plat
(t)
=
12
mm
=
ASTM 307
3. Anchor Bolt Tipe Anchor Bolt Tegangan Tarik
(fu b)
=
137.90 Mpa
Tegangan Leleh
(fy)
=
248.21 Mpa
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PONDASI TRANSFER PUMP TBBM MAKASAR
HSN-CS-50-001-A4
Diameter Baut
=
16
mm
Bagian Tarik Anchor Bolt (nt)
=
2
bh
Bagian Tekan Anchor Bolt (nc)
=
2
bh
Bagian Jarak Baut Tengah Baut (f)
=
100
mm
(La) =
350
mm
Panjang Ancor Bolt 4.Baja Bentuk Ukuran Lebar Profile
(h)
=
150
mm
Tebal Profile
(tf )
=
6
mm
5.814
mm
50
mm
ht = et = f + h/2 ec = f - h/2
150 175 25
mm mm mm
n = nt + nc
4
bh
e = Mu / Pu L/6
Total Anchor Bolt
Kekuatan Tahanan Beton Pt = Pu * ec / et
Gaya Tarik Anchor Bolt
=
598.92
N
Puc = Pu + Pt
Gaya Tekan Anchor Bolt
=
4791.33
N
=
225
mm mm2
Y=3*(L-h)/2 A1 = B * L
Luas Area Plat
=
90000
A2 = bx * by
Luas Area Pedestal
=
38359789 mm2
f cn = 0.85 * fc' * √ ( A2 / A1 )
=
368.51
Mpa
f cn = 1.70 * fc'
=
35.70
Mpa
f cn = used nominal bearing resistance = factor reduksi
= =
35.70 0.65
Mpa
f cn
=
23.21
Mpa
fcu = 2 * Puc / ( Y * B )
=
0.14
Mpa
Kontrol fcu
≤
. f cn
0.14
≤
23.21
( OK )
0
mm
Cek Ukuran Base Plat Minimum requirement for width of base plate Bp min = Puc / ( ½ * f * fcn * Y )
=
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PONDASI TRANSFER PUMP TBBM MAKASAR
HSN-CS-50-001-A4
B
= Bp min 0
≤ ≤
300
mm
B 300
( OK )
a = ( L - 0.95 * ht ) / 2 fcu1 = ( 1 - a / Y ) * fcu
= =
78.75 0.107
mm Mpa
Z = 1/4 * B * t2
=
10800
mm3
Mup = 1/2 * B * fcu1 * a2 + 1/3 * B * ( fcu - fcu1 ) * a2
= 116654 Nmm
b
=
0.90
Mn = fy * Z
=
2592000
Nmm
b * Mn
=
2332800
Nmm
Kontrol Mup 116654
≤ ≤
b * Mn 2332800
( OK )
Cek Tegangan Tarik Anchor Tu1 = Pt / nt
=
299.46
N
fu b
=
248.21
Mpa
A b = Luasan Area Anchor Bolt
=
201.06
mm2
t = Faktor Reduksi
=
0.90
Tn = 0.75 * Ab * fu b
=
37429.19 N
t * Tn
=
33686.27 N
Kontrol Tu1 299.5
≤
t * Tn
≤
33686.27
( OK )
Cek Tegangan Geser Anchor Vu1 = Vu / n
=
0.64
N
fu b
=
248.21
Mpa
m r 1
= =
1 0.40
A b = Luasan Area Anchor Bolt
=
201.06
f
=
0.75
Vn = r 1 * m * Ab * fu
=
19962.23 N
f * Vn
=
14971.67 N
b
mm2
KALKULASI KSO MJPL-MURZA DOCUMENT NO. HSN-CS-50-001-A4
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PONDASI TRANSFER PUMP TBBM MAKASAR
Kontrol Vu1
≤
f * Vn
0.64
≤
14971.6 ( OK )
Cek Kedalamaan Anchor Kedalaman Anchor Bolt (La)
=
350
mm
Kuat Tekan Beton
(fc’)
=
21
Mpa
Tegangan Leleh Tul.
(fy)
=
240
Mpa
Diameter Anchor Baut
(d)
=
16
mm
=
209.49
mm
Min. Anchor Bolt Lmin fy / ( 4 * fc' ) * d
Kontrol Lmin 210
≤
Le
≤
350
( OK )
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PONDASI TRANSFER PUMP TBBM MAKASAR
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