5706.4 0 70 21 240 200 300
kg kg kgm Mpa Mpa mm mm
Pu
Ph
300 mm
= = = = = = =
Mu = 500 mm = 150 mm = dia8 - 200 = 4 bh
200 mm
d=150
Design Pondasi Gudang Oli PH 4,5 A. Data teknis Gaya aksial Perlu/vertikal (Pu) Gaya aksial Perlu/horizontal (Ph) Momen perlu (M1) f'c fy Lebar kolom pondasi(b) Tinggi kolom pondasi (h) B. Hasil Analisa Lebar pondasi (B) Tebal pondasi (d) Tulangan Jumlah tul.per lebar pondasi C. Analisa Data penyelidikan tanah g (Wet density)
=
f (angle of internal friction)
=
c (cohesion)
=
2 0.05 kg/cm
t
=
0 cm
(timbunan tanah merah)
gelam f10-6m
3 1.289 t/m
4.5
o
B=500
Analisa Terzaghi qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng
gelam f10-6m =
0
5
Nc
=
5.7
7.3
Nq Ng
= =
1 0
1.6 0.5
Untuk sudut geser (f)
=
4.5
Nc
=
7.14
Nq Ng
=
1.54
=
0.45
o
2 0.476 kg/cm
qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng
=
SF ( safety factor)
=
qa tanah = qult/SF Daya dukung gelamf10-600
=
Rencana jumlah gelam Daya dukung gelam totalf10-600
= =
2 bh 2 2.466 kg/cm
qa tanah + gelam
=
2 2.783 kg/cm =
=
b
B=500
f
b
Tabel Tersaghi untuk nilai :f,Nc,Nq,Ng
B=500
1.5 2 0.317 kg/cm 2 1.233 kg/cm
2 12330 kg/m
2 0.2783 N/mm
Pu/B^2
B^2 =
2 205035 mm
Mydoc/titip/jal/design/pondasi.xls
B =
453 mm
1. One way action diambil lebar pondasi (B) =
500 mm 2 = 0.22826 N/mm
qu= Pu/B^2 Vu < Vc qu*B(0.5*B-0.5*b-d)0.6*1/6(sqrt(f'c))*B*d = Tebal pondasi (d) 148.862 mm diambil tebal pondasi (d) = 150 mm qu= Pu/B^2
=
2 0.228 N/mm
<
2 0.278 N/mm Ok!
2. Two way action bc =B/b bo =2*((B+d)+(B+d)) Vc =(1+2/bc)*2*sqrtf'c*bo*d Vcmax=4*sqrt*f'c*bo*d Vc < Vcmax……..ambil Vc fVc=0.6*Vc
= = = = = =
Vu =qu*((B^2-(B+d)*(b+d))
= 5135.76 N
2.5 2600 mm ####### N 7148818 N ####### N 3860362 N
<
3860362 N
Ok!
3. Tinjauan terhadap momen lentur M1 (momen akibat reaksi kolom)
= M2 (momen akibat gaya horisontal) =
70000 kgmm
As perlu
0 kgmm 2 = 27.0062 mm = 8 mm = 200 mm 2 = 251 mm
r =As perlu/B*d r min =1.4/FY
= 0.00335 = 0.00058
AS = Mu/f0,9*d*fy dicoba tulangan f Jarak
>
r min =0.0006
rb =b1*((0.85*f'c)/fy)+(600/(600+fy)) = 0.26322 > r = 0.0034 r max =0.75*rb = 0.19741 Lengan momen (a)=(Aperlu*fy)/(0.85*f'c*b) = 6.75838 mm fMn =fAs*fy(d-0.5a) = 7075167 Nmm = 707.517 kgm > Mu 70 kgm
Ok!
Mydoc/titip/jal/design/pondasi.xls
Mydoc/titip/jal/design/pondasi.xls
0.378
Mydoc/titip/jal/design/pondasi.xls
Design Pondasi Tanki Depo BBM Modul3 Blok V
= = = = = =
718.33 0 10 22.5 240 150
= =
kg kg kgm Mpa Mpa mm
500 mm 100 mm
=
2000 kg
Berat minyak tanah
=
17430 kg
Berat sendiri plat (t:10 cm)
=
2880 kg
Berat total Daya dukung tanah + gelam
= =
22310 kg 18000 kg
Berat sisa (untuk satu kolom)
= 718.333 kg
Data penyelidikan tanah g (Wet density)
=
f (angle of internal friction)
=
c (cohesion)
=
2 0.05 kg/cm
t
=
0 cm
Mu b=150
gelam f10-6m
3 1.289 t/m
4.5
o
B= 500
Analisa Terzaghi qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng
125
gelam f10-6m
0
5
Nc
=
5.7
7.3
Nq Ng
=
1
1.6
=
0
Untuk sudut geser (f)
0.5
=
4.5
Nc
=
7.14
Nq Ng
=
1.54
=
0.45
qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng
=
SF ( safety factor)
=
qa tanah = qult/SF Daya dukung gelamf10-600
=
Rencana jumlah gelam Daya dukung gelam totalf10-600
=
qa tanah + gelam
= = =
o
b
B= 500
2 0.466 kg/cm
1.5 2 0.311 kg/cm 2 0.02 kg/cm
125
panjang pon
500
lebar pon
500
D gelam
100
jml gelam arah x
4 bh 2 0.08 kg/cm 2 0.391 kg/cm =
B=
=
b
f
300
Tabel Tersaghi untuk nilai :f,Nc,Nq,Ng
500
(timbunan tanah merah)
Pu
d= 100
A. Data teknis Gaya aksial Perlu/vertikal (Pu) Gaya aksial Perlu/horizontal (Ph) Momen perlu (Mu) f'c fy Lebar kolom (b) dimensi Pondasi Lebar pondasi (B) Tebal pondasi (d) B. Analisa Berat tangki
x
125
y
125
luas perlu 2 0.0391 N/mm
2
jml gelam arah y
62500 2
Pu/B^2
jumlah gelam total B^2 = B =
2 183742 mm
429 mm
1. One way action 2 qu= Pu/B^2 = 0.03909 N/mm Vu < Vc qu*B(0.5*B-0.5*b-d)0.6*1/6(sqrt(f'c))*B*d = Tebal pondasi (d) 12.5145
diambil lebar pondasi (B) =
500 mm 2 0.029 N/mm
qu= Pu/B^2
<
2 0.039 N/mm Ok!
2. Two way action bc =B/b bo =2*((B+d)+(B+d)) Vc =(1+2/bc)*2*sqrtf'c*bo*d Vcmax=4*sqrt*f'c*bo*d Vc < Vcmax……..ambil Vc fVc=0.6*Vc
= = = = = =
Vu =qu*((B^2-(B+d)*(b+d))
= 2873.33 N
3.33333 2400 mm ####### N 4553680 N ####### N 2185766 N
<
2185766 N
Ok!
3. Tinjauan terhadap momen lentur AS = Mu/f0,9*d*fy
2 = 5.78704 mm
dicoba tulangan f10-150 2 524 mm
As perlu
=
r =As perlu/B*d r min =1.4/FY
= 0.01048 = 0.00058
>
r min =0.0006
rb =b1*((0.85*f'c)/fy)+(600/(600+fy)) = 0.26773 > r = 0.0105 r max =0.75*rb = 0.2008 Lengan momen (a)=(Aperlu*fy)/(0.85*f'c*b) = 13.1514 fMn =fAs*fy(d-0.5a) = 9399233 Nmm = 939.923 kgm > Mu 10 kgm
Ok!
4
mm mm bh
Design Pondasi Tanki Depo BBM Modul3 Blok V titik a A. Data teknis = = = = =
0 17.5 240 1351 200
kgm Mpa Mpa kg mm
= =
1000 mm 200 mm
=
1531.9 kg
Berat air
=
1458.4 kg
Berat total
=
2990.3 kg
Daya dukung T.Pancang Berat sisa (untuk satu kolom)
= 2702 kg = 288.295 kg =
b=200
288.3 kg
Data penyelidikan tanah g (Wet density)
=
f (angle of internal friction)
=
c (cohesion)
=
2 0.05 kg/cm
t
=
0 cm
(timbunan tanah merah)
Mu
gelam f10-6m
3 1.289 t/m
4.5
o
1000 B=
Analisa Terzaghi qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng
125
gelam f10-6m
=
0
5
Nc
=
5.7
7.3
Nq Ng
=
1
1.6
=
0
Untuk sudut geser (f)
0.5
=
4.5
Nc
=
7.14
Nq Ng
=
1.54
=
0.45
qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng
=
SF ( safety factor)
=
qa tanah = qult/SF Daya dukung T. Listrik DPC-9-100
=
Rencana jumlah T. Listrik Daya dukung T. Listrik total
=
qa tanah + T. Listrik
=
o
b
f
b
B= 1000
2 0.469 kg/cm
1.5 2 0.312 kg/cm 2 1.233 kg/cm
=
2 bh 2 2.466 kg/cm
=
2 2.778 kg/cm =
300
Tabel Tersaghi untuk nilai :f,Nc,Nq,Ng
125
B= 1000
Gaya aksial Perlu/vertikal (Pu)
Pu
d= 200
Momen perlu (Mu) f'c fy Daya dukung tiang pancang Lebar kolom (b) dimensi Pondasi Lebar pondasi (B) Tebal pondasi (d) B. Analisa Berat pipa + pompa
panjang pon
500
lebar pon
500
D gelam
100
jml gelam arah x x
125
y
125
luas perlu 2 0.2778 N/mm
2
jml gelam arah y
62500 2
Pu/B^2
jumlah gelam total 2 B^2 = 10375.9 mm
B =
102 mm
1. One way action 2 qu= Pu/B^2 = 0.27785 N/mm Vu < Vc qu*B(0.5*B-0.5*b-d)0.6*1/6(sqrt(f'c))*B*d = Tebal pondasi (d) -97.051
diambil lebar pondasi (B) =
1000 mm 2 0.003 N/mm
qu= Pu/B^2
<
2 0.278 N/mm Ok!
2. Two way action bc =B/b bo =2*((B+d)+(B+d)) Vc =(1+2/bc)*2*sqrtf'c*bo*d Vcmax=4*sqrt*f'c*bo*d Vc < Vcmax……..ambil Vc fVc=0.6*Vc
= = = = = =
Vu =qu*((B^2-(B+d)*(b+d))
= 1499.13 N
5 4800 mm ####### N 1.6E+07 N ####### N 6746826 N
<
6746826 N
Ok!
3. Tinjauan terhadap momen lentur =
2 0 mm
As perlu
=
2 524 mm
r =As perlu/B*d r min =1.4/FY
= 0.00262 = 0.00058
AS = Mu/f0,9*d*fy dicoba tulangan f10-150
>
r min =0.0006
rb =b1*((0.85*f'c)/fy)+(600/(600+fy)) = 0.25268 > r = 0.0026 r max =0.75*rb = 0.18951 Lengan momen (a)=(Aperlu*fy)/(0.85*f'c*b) = 8.45445 fMn =fAs*fy(d-0.5a) = 2E+07 Nmm = 1969.63 kgm > Mu 0 kgm
Ok!
4
mm mm bh
Design Pile Cap (Tanpa tulangan geser) A. Data teknis Gaya aksial (b. mati+b. hidup) (Pu) Gaya aksial Perlu/horizontal (Ph) Momen perlu (M1) Mutu beton (K125 ,K175, K225) fy Lebar kolom pondasi(b) Lebar tiang pancang(b')
= ##### kg = 0 kg = 70 kgm 2 = 225 kg/cm = = =
Pu
Ph
320 Mpa 60 cm 35 cm
Mu
= = =
220 cm 60 cm 7.5 cm
Berat sendiri pile cap
=
6970 kg
Beban pertiang (ada 4tiang)
= 81742 kg
1
2
d= 60
Lebar pile cap (B) Tebal pile cap (ht) Penutup beton (Pb)
B. Analisa a.Tebal pile cap dan penulangan
T. Pancang
0.5
0
1
0.3 0.5
Geser Pons 52.5 cm
B=220
h=ht-Pb
=
luas bidang geser =4(b+h)*h
= 4(60+h)*h 2 = 10.2 kg/cm <
tbpu =Pu/(4(b+h)*h) <= t*bpu
T. Pancang
15 Ok
b
Cek Geser potongan 2-2
b
kg
2 tbu =1.5*D2-2/0.9*B*h <= t*bu(b.sementara) = 11.59 kg/cm <
B=220
D2-2= Ptiang - berat sendiri kepala tiang = 80323
12 Ok
Momen lentur potongan 1-1 berat sendiri pile cap (q) M1-1 Cu =
=
3168 kg/m
= 48032 kgm
52.5
= 4.352
1.5*(48031.68) 2(0.5)*(2.2)*(225) d
=
B=220
1 Tabel Cara kekuatan batas
q
Ir. Wiratman
0.2
0.3 q = 0.088
1
2 2780 kg/cm 2 Amin=q*B*h*(2*0.5*mutu beton)/ *au = 81.8 cm t
t*au
P=81742.4kg
=
dicoba dia. Tul (d)
=
14 mm
jarak = 9 cm 2 Luas tulangan = 37.63 cm A'=0.2*Amin
0.8
=
<
82
No Ok
2 16.4 cm
Mydoc/titip/jal/design/pondasi.xls
dicoba dia. Tul (d) = 14 mm jarak = 9 cm 2 Luas tulangan = 37.63 cm
>
16
Ok !!!
Mydoc/titip/jal/design/pondasi.xls
Mydoc/titip/jal/design/pondasi.xls
Mydoc/titip/jal/design/pondasi.xls
Design Pile Cap (Tanpa tulangan geser) A. Data teknis Gaya aksial (b. mati+b. hidup) (Pu) Momen perlu (M1)
= =
Mutu beton (K125 ,K175, K225) fy Lebar kolom pondasi(b) Lebar tiang pancang(b')
= = = =
Lebar pile cap (B) Tebal pile cap (ht) Penutup beton (Pb)
= = =
2028 kg 147 kgm 2 175 kg/cm
Pu
240 Mpa 20 cm 30 cm
Ph
Mu
200 cm 12 cm 4 cm
2
d= 12
1
B. Analisa a.Tebal pile cap dan penulangan Berat sendiri pile cap
=
1152 kg
Beban pertiang (ada 4tiang)
=
1302 kg
T. Pancang
akibat My
0.35
0
0
0.4 0.35
tiang 1,3 ----> tertarik keatas P1 = P3
B=200
=
1229 kg
=
1376 kg
h=ht-Pb
=
8 cm
luas bidang geser =4(b+h)*h
= 4(20+h)*h 2 = 3.4 kg/cm <
tiang 2,4----> tertekan kebawah
T. Pancang
b
P2 = P4
Geser Pons
tbpu =Pu/(4(b+h)*h) <= t*bpu
B=200
b
13 Ok
Cek Geser potongan 2-2
B=200
D2-2= Ptiang - berat sendiri kepala tiang = -329
kg
2 tbu =1.5*D2-2/0.9*B*h <= t*bu(b.sementara) = -0.34 kg/cm <
11 Ok 1
Momen lentur potongan 1-1 berat sendiri pile cap (q) M1-1 Cu =
d
=
=
q
576 kg/m
= 938.4 kgm
0.4 1
8
0.8
P=1376kg
= 3.989
1.5*(938.4)
Tabel Cara kekuatan batas
2(0.5)*(2)*(175)
Ir. Wiratman
0.2 q = 0.068
Mydoc/titip/jal/design/pondasi.xls
2 2080 kg/cm 2 Amin=q*B*h*(2*0.5*mutu beton)/ *au = 9.087 cm t
t*au
=
dicoba dia. Tul (d)
A'=0.2*Amin
=
10 mm
jarak = 15 cm 2 Luas tulangan = 10.47 cm
>
9.1
Ok !!!
2 = 1.82 cm dicoba dia. Tul (d) = 6 mm jarak = 20 cm 2 Luas tulangan = 2.827 cm
>
1.8
Ok !!!
15 cm 2 Luas tulangan = 10.47 cm
>
4
Ok !!!
2 0.8 cm dicoba dia. Tul (d) 6 mm jarak 20 cm 2 Luas tulangan = 2.827 cm
>
0.8
Ok !!!
untuk Cu>5.51,dipakai nilai q minimum Amin =0.25%*B*h
A'=0.2*Amin
=
dicoba dia. Tul (d)
=
jarak
=
2 4 cm
10 mm
= = =
Mydoc/titip/jal/design/pondasi.xls
Mydoc/titip/jal/design/pondasi.xls
Mydoc/titip/jal/design/pondasi.xls
