real pondasi(1)

8/13/2019 Real Pondasi(1)

1/18

PT. BUKAKA TEKNIK UTAMA ,Tbk

PLAN SYSTEM DIVISION

BUKAKA INDUSTRIAL COMPLEX - ENGINEERING CENTER 2nd FLOOR

Jl. Raya Narogong Km. 19.5 Cileungsi, Bogor

Telp. (021) 8231165, Fax : (021) 8231150

Calculation Sheet

Nama Proyek

Pemilik PT. ADHIMIX PRECAST INDONESIA Lokasi BEKASI

Kode Project Disusun olehnama

Sulisttd tgl

22/11/13

Subyek Consept Design Dicek olehnama

Heruttd tgl

23/11/13

No. Doc Diketahui olehnama

Gunttd tgl

Revisi 0 Disetujui olehnama

MWttd tgl


2/18





Telp. (021) 8231165, Fax : (021) 8231150

Calculation Sheet

Nama Proyek


Kode Project Disusun olehnama

Sulisttd tgl

22/11/13Subyek Perencanaan Pondasi Dicek oleh

namaHeru

ttd tgl23/11/13


Gunttd tgl


MWttd tgl

A. Data Beban

1 V = 63.828 Ton ~> Beban vertikal dr struktur

2 Hx = 4.22993 Ton ~> Beban horisontal arah X

3 Hy = -0.1549 Ton ~> Beban horisontal arah Y

4 Mx = -0.2441 Ton.meter ~> Momen pd pedestal akibat struktur

5 My = -20.879 Ton.meter ~> Momen pd pedestal akibat struktur

B. Data Pondasi

Data Pedestal

1 h = 1 m ~> panjang

2 b = 0.5 m ~> lebar

3 d = 1.6 m ~> tinggi

Data Pile Cap

1 T = 0.8 m ~> Tebal Pile Cap

2 L = 2.2 m ~> Panjang Pile Cap

3 B = 1 m ~> Lebar Pile Cap

4 f'c = 300 kg/cm2

~> mutu beton (K-250)

Data Tiang

1 D = 0.35 m ~> Diameter Tiang

2 n = 2 bh ~> Jumlah tiang dalam arah X

3 m = 1 bh ~> Jumlah tiang dalam arah Y

4 k = 1.2 m ~> Jarak antar tiang

5 Dp = 6 m ~> Kedalaman tiang

6 Pcap = 80 ton ~> Kapasitas tiang

C. Data Tanah

1. Nc = 180 kg/cm2

~> Nilai Conus

2. C = 10 kg/cm1

~> Nilai cleef

63.83 ton

4.2299 ton ton

My -20.88 t.m Mx -0.24407 ton.m

1.6

0.8

D = 35

0.5 1.2 0.5

-0.15 ton

Y

4.2299 ton 1

X

2.2

-0.15

0.50.5

Page 2 of 18


3/18

Calculation Sheet

Nama Proyek


C. Perhitungan

1. Perhitungan Beban yang terjadi pada tiang pancang

1.a. Beban Vertikal Yang Harus ditanggung tiang

V = 63.8275 ton ~> Beban bangunan

F = 8.736 ton ~> Beban pondasi + Pedestal + Sloof

Pv = 72.5635 ton

1.b. Beban Momen Yang Harus ditanggung tiang

Mx1 = -0.2441 ton.m

Mx2 = 10.1518 ton.m

Mx = 9.90777 ton.m

My1 = -20.879 ton.m

My2 = -0.3717 ton.mMx = -21.251 ton.m

1.c. Perhitungan Reaksi vertikal tiang

V My Mx

m.n m.Sx2 n.Sy

2

dimana

= 0.72 m2

= m2

72.5635 -21.251 9.9077718

2 0.72 0

momen dibebankan pada sloof

Pmax = 36.28 + 29.51 + 0.00

= 65.80 ton

Pmin = 36.28 - 29.51 - 0.00

= 6.77 ton

1.d. Perhitungan Reaksi horisontal

Hx

m.n

= 2.11 tonHy

m.n

= 0.07744 ton

Gaya terbesar yang terjadi pada tiang

P = 65.80 ton

H = 2.12 ton

Gaya terkecil yang terjadi pada tiang

P = 6.77 ton

H = 2.12 ton

=

=Hxi

Sy2 m.k

2(m2-1)x n

0

P = + +

x m =12

Sx2

+

Hyi

P = +

=n.k2(n2-1)

12

Page 3 of 18


4/18

Calculation Sheet

Nama Proyek


Dipakai tiang spun dengan D 350 mm kedalaman

2. Perhitungan kapasitas tiang pancang

a. Cek Kekuatan Bahan

D400, Spun pile standart Pasific Presstress

Nominal Aksial Compression = 100,2 ton

b. Cek kapasitas individu berdasar kekuatan tanah

harga konus (p) = 180 kg/cm2

jumlah cleef = 10 kg/cm1

luas tiang (A) = 1225 cm2

keliling tiang (O) = 109.956 cm

A x p O x c

3 5

220.5 1.09956

3 5

= 73.50 + 0.21991

= 73.72 ton > P OK ratio = 0.8925

b. Cek kapasitas group

Cek jarak tiang

1.57 x d.m.n

S < 1.099 m < k NOT OK

f (n - 1).m + (m - 1).n

90 (m x n)

dimana,

f = arc tg D/S

= arc tg 0.29167

= 16.2602 o

16.2602 1

90 2

= 0.90967

Daya dukung tiang

= Eff. h x Q

= 67.0605 ton > P OK ratio = 0.98

3. Perhitungan Pedestal

Data Pedestal

V = 63.8275 Ton

S

~> Jarak maks antar tiang (UBC)

efisiensi tiang berdasarkan UBC

S 1/6 a

ex = 0.00382 m < 1/6 b

f'c = 30 Mpa

Ec = 4700 Sqrt(f'c)

25743 Mpa= 257430 kg/cm

2

fy = 400 Mpa

Ey = 200000 Mpa

2000000 kg/cm2

My 20879 kg.m

h' 0.93 m

22450.6 kg

Mx 244.065 kg.m

b' 0.43 m

567.593 kg

My Mx

h' b'

maka

M'y = My + bx (h'/b') x Mx

N 638275 N

bhfc 1.5E+07 N

= 0.04255

b = 0.95 ~> lihat tabel 9.4 buku perenc.

beton bertulang

M'y = 21380.5 kg.m

N/bh' = 137264 kg/m2

1.37264 MPa

M/bh'2 = 49440.4 kg/m2

0.4944 MPa

dari grafik perencanaan gambar 9.7 didapat

100Asc/h.h = 0.4

>

=

=

=

Page 5 of 18


6/18

Calculation Sheet

Nama Proyek


Asc = 20 cm2

Dipasang tulangan

8 D 19 As = 22.6823 cm2

jarak antar tulangan

S = 12 cm

4. Perhitungan Pile Cap

dimensi

T = 0.8 m

L = 2.2 m

B = 1 m

f'c = 30 Mpa

a. Cek geser pons thd kolom

vc = 0.42 MPa4.20 kg/cm

2

P

2xBxT

63827.5

16000

3.99 kg/cm2

b. Cek geser pons thd tiang pancang

P

2xBxT

65797

8000

8.22 kg/cm2

c. Cek tulangan tarik pd pile cap

Mu = P x 1/2 k

= 39.478 ton.m

39478 kg.m

Mu fy

b x d

2

fcfy Mu

fc b x d2

0 = 320 x rx ( 1 - rx 7.84 ) -

0 = 2508.8 x r2

-320 x r + 0.74

r1 = 0.12519

r2 = 0.00236

diambil

r = 0.0025 r minimum

=

V =

=

V =

0 -

0.74

= rx 0.8 x fy x 1 - 0.588 x rx

= rx 0.8 x fy x 1 - 0.588 x rx

Page 6 of 18


7/18

Calculation Sheet

Nama Proyek


As = rx b x d

= 18.25 cm2

dipasang tulangan

7 D 19 jarak tulangan = 14 cm

as aktual 19.85 cm2

Page 7 of 18


8/18





Telp. (021) 8231165, Fax : (021) 8231150

Calculation Sheet

Nama Proyek


Kode Project Disusun oleh nama Sulis ttd tgl 22

Subyek Perencanaan Pondasi Dicek olehnama

Heruttd tgl

23


Gunttd tgl


MWttd tgl

A. Data Beban

1 V = 214 Ton ~> Beban vertikal dr struktur

2 Hx = 19 Ton ~> Beban horisontal arah X

3 Hy = 17 Ton ~> Beban horisontal arah Y

4 Mx = 63 Ton.meter ~> Momen pd pedestal akibat struktur

5 My = 52 Ton.meter ~> Momen pd pedestal akibat struktur

B. Data Pondasi

Data Pedestal

1 h = 0.6 m ~> panjang

2 b = 0.6 m ~> lebar

3 d = 0 m ~> tinggi

Data Pile Cap

1 T = 1.4 m ~> Tebal Pile Cap

2 L = 3 m ~> Panjang Pile Cap

3 B = 3 m ~> Lebar Pile Cap

4 f'c = 300 kg/cm2

~> mutu beton (K-250)

Data Tiang1 D = 0.5 m ~> Diameter Tiang






C. Data Tanah

1. Nc = 160 kg/cm2

~> Nilai Conus

2. C = 10 kg/cm1

~> Nilai cleef

214.00 ton

19 ton ton

My 52.00 t.m Mx 63 ton.m

0

1.4

D = 50

0.7 1.6 0.7 0.7 0.7

17.00 ton

Y

19 ton 3.0

X

17.00

1.6


9/18

Calculation Sheet

Nama Proyek


C. Perhitungan



V = 214 ton ~> Beban bangunan


Pv = 246.832 ton


Mx1 = 63 ton.m

Mx2 = 26.6 ton.m

Mx = 89.6 ton.m

My1 = 52 ton.m

My2 = 23.8 ton.m

Mx = 75.8 ton.m


V My Mx

m.n m.Sx2

n.Sy2

dimana

= 2.56 m2

= m2

246.832 75.8 89.6

4 5.12 5.12

Pmax = 61.71 + 14.80 + 17.50

= 94.01 ton

Pmin = 61.71 - 14.80 - 17.50

= 29.40 ton


Hx

m.n

= 4.75 ton

Hy

m.n

= 4.25 ton


P = 94.01 ton

H = 6.37 ton

Gaya terkecil yang terjadi pada tiang

P = 29.40 ton

H = 6.37 ton

Dipakai tiang spun dengan D 500 mm kedalaman 20 m




Nominal Aksial Compression = 110 ton

P = + +

12Sx

2 =n.k

2(n

2-1)

12

Hyi =

Sy2 m.k

2(m

2-1)

x n

2.56

P = + +

x m =

=Hxi


10/18

Calculation Sheet

Nama Proyek







A x p O x c

3 5

400 1.5708

3 5

= 133.33 + 0.31416

= 133.65 ton > P OK ratio = 0.7034


Cek jarak tiang

1.57 x d.m.n

S < 1.57 m < k NOT OK

f (n - 1).m + (m - 1).n

90 (m x n)

dimana,

f = arc tg D/S

= arc tg 0.3125

= 17.35402o

17.354 4

90 4

= 0.807178

Daya dukung tiang

= Eff. h x Q

= 107.8772 ton > P OK ratio = 0.87


Data Pedestal

V = 214 Ton

Hx = 19 Ton

Hy = 17 Ton

Mx = 63 Ton.meter

My = 52 Ton.meter

h = 0.6 m

b = 0.6 m

d = 0 m

Perhitungan tulangan

ex = 0.242991 m > 1/6 a

ex = 0.294393 m > 1/6 b

f'c = 30 Mpa

Ec = 4700 Sqrt(f'c)

Q =

~>Eff. h = 1 -

+=Q

S mutu beton (K-250)

Data Tiang

1 D = 0.5 m ~> Diameter Tiang






C. Data Tanah

1. Nc = 160 kg/cm2

~> Nilai Conus

2. C = 10 kg/cm1

~> Nilai cleef

296.68 ton

0.0579 ton ton

My 0.00 t.m Mx 0 ton.m

0.9

1.2

D = 50

0.75 1.5 0.75 0.75 0.75

-11.85 ton

Y

0.0579 ton 3.0

-11.85

1.5

Page 13 of 18


14/18

Calculation Sheet

Nama Proyek


X

3.0

C. Perhitungan



V = 296.679 ton ~> Beban bangunan


Pv = 326.746 ton


Mx1 = 0 ton.m

Mx2 = 0.12168 ton.mMx = 0.12168 ton.m

My1 = 0 ton.m

My2 = -24.885 ton.m

Mx = -24.885 ton.m


V My Mx

m.n m.Sx2 n.Sy

2

dimana

= 2.25 m2

= m2

326.746 -24.885 0.1216782

4 4.5 4.5

Pmax = 81.69 + 5.53 + 0.03

= 87.24 ton

Pmin = 81.69 - 5.53 - 0.03

= 76.13 ton


Hx

m.n

= 0.01 ton

Hy

m.n

= 2.96244 ton


P = 87.24 ton

Sy

2 m.k2(m2-1)

= 12Sx

2

Hyi =

=Hxi

P =

x n

2.25

P = +

+

+

x m=

n.k2(n2-1)

12

+

Page 14 of 18


15/18

Calculation Sheet

Nama Proyek


H = 2.96 ton

Gaya terkecil yang terjadi pada t iang

P = 76.13 ton

H = 2.96 ton

Dipakai tiang spun dengan D 500 mm kedalaman 6 m




Nominal Aksial Compression = 110 ton






A x p O x c

3 5

400 1.5708

3 5

= 133.33 + 0.31416

= 133.65 ton > P OK ratio = 0.6528


Cek jarak tiang

1.57 x d.m.n

S < 1.57 m > k OK

f (n - 1).m + (m - 1).n

90 (m x n)

dimana,

f = arc tg D/S

= arc tg 0.33333

= 18.4349 o

18.4349 4

90 4

= 0.79517

Daya dukung tiang

= Eff. h x Q

= 106.272 ton > P OK ratio = 0.82

efisiensi tiang berdasarkan UBC

S Jarak maks antar tiang (UBC)

+=Q

Q = +

Eff. h

Page 15 of 18


16/18

Calculation Sheet

Nama Proyek



Data Pedestal

V = 296.679 Ton

Hx = 0.05794 Ton

Hy = -11.85 Ton

Mx = 0 Ton.meter

My = 0 Ton.meter

h = 0.9 m

b = 0.8 m

d = 0.9 m

Perhitungan tulangan

ex = 0 m < 1/6 a

ex = 0 m < 1/6 b

f'c = 30 Mpa

Ec = 4700 Sqrt(f'c)

25743 Mpa

= 257430 kg/cm2

fy = 400 Mpa

Ey = 200000 Mpa

2000000 kg/cm2

My 0 kg.m

h' 0.83 m

0 kg

Mx 0 kg.m

b' 0.73 m

0 kg

My Mx

h' b'

maka

M'y = My + bx (h'/b') x Mx

N 2966786 N

bhfc 2.2E+07 N

= 0.13735

b = 0.95 ~> lihat tabel 9.4 buku perenc.

beton bertulang

M'y = 0 kg.m

N/bh' = 446805 kg/m2

4.46805 MPa

M/bh'2 = 0 kg/m2

=

=

>

=

Page 16 of 18


17/18

Calculation Sheet

Nama Proyek


0 MPa

dari grafik perencanaan gambar 9.7 didapat

100Asc/h.h = 0.4

Asc = 28.8 cm2

Dipasang tulangan

8 D 19 As = 22.6823 cm2

jarak antar tulangan

S = 22 cm

4. Perhitungan Pile Cap

dimensi

T = 1.2 m

L = 3 m

B = 3 mf'c = 30 Mpa

a. Cek geser pons thd kolom

vc = 0.5 MPa

5.00 kg/cm2

296679

98400

V = 3.02 kg/cm2

< vc OK ratio = 0.60

b. Cek geser pons thd tiang pancang

mxR

BxT

174487

36000

V = 4.85 kg/cm2

< vc OK ratio = 0.97

c. Cek tulangan tarik pd pile cap

Mu = P x 1/2 k

= 65.4325 ton.m

65432.5 kg.m

Mu fy

b x d2 fc

fy Mu

fc b x d2

0 = 320 x rx ( 1 - rx 7.84 ) -

0 = 2508.8 x r2

-320 x r + 0.17

r1 = 0.12701

=

V =

=

V =

2xTx(b+d+2T)

P

0.17

= rx 0.8 x fy x 1 - 0.588 x rx

= rx 0.8 x fy x 1 - 0.588 x rx0 -

Page 17 of 18


18/18

Calculation Sheet

Nama Proyek


r2 = 0.00054

diambil

r = 0.0025 r minimum

As = rx b x d

= 84.75 cm2

dipasang tulangan

30 D 19 jarak tulangan = 9 cm

as aktual 85.06 cm2

Page 18 of 18

real pondasi(1)

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