118144974-perhitungan-pondasi-full (1).xls o3vo
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kg kg kgm Mpa Mpa mm mm
Pu
Ph
300 mm
5706.4 0 70 21 240 200 300
Mu = 500 mm = 150 mm = dia8 - 200 = 4 bh
200 mm
C. Analisa Data penyelidikan tanah g
(Wet density)
=
f
(angle of internal friction)
=
c
(cohesion)
=
0.05 kg/cm2
t
(timbunan tanah merah)
=
0 cm
gelam f10-6m
1.289 t/m3 4.5
150
= = = = = = =
d=
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
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
=
1.54
Ng
=
0.45
b
f
o
qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng
=
SF ( safety factor)
=
qa tanah = qult/SF
=
0.317 kg/cm2
Daya dukung gelamf10-600
=
1.233 kg/cm2
Rencana jumlah gelam
=
2 bh
Daya dukung gelam totalf10-600
=
2.466 kg/cm2
qa tanah + gelam
=
2.783 kg/cm2
b
0.476 kg/cm2
B=500
Tabel Tersaghi untuk nilai :f,Nc,Nq,Ng
B=500
1.5 12330
=
0.2783 N/mm2
Pu/B^2 <s'lentur
Mydoc/titip/jal/design/pondasi.xls
B^2 ³ Pu/s'lentur,
B^2 =
205035 mm2
B =
453 mm
1. One way action diambil lebar pondasi =
500 mm
qu= Pu/B^2 = 0.22826 N/mm2 Vu < Vc qu*B(0.5*B-0.5*b-d)£0.6*1/6(sqrt(f'c))*B*d = Tebal pondasi (d) ³ 148.862 mm diambil tebal pondasi = 150 mm qu= Pu/B^2<s'lentur
=
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
= 2.5 = 2600 mm = ### N = 7148818 N = ### N = 3860362 N
Vu =qu*((B^2-(B+d)*(b+d))
= 5135.76 N
0.228 N/mm2
<
<
0.278
N/mm2
3860362 N
Ok!
Ok!
3. Tinjauan terhadap momen lentur M1 (momen akibat reaksi kolom) = 70000 kgmm M2 (momen akibat gaya horisontal) = 0 kgmm AS = Mu/f0,9*d*fy = 27.0062 mm2 dicoba tulangan f = 8 mm Jarak = 200 mm As perlu
=
r =As perlu/B*d
= 0.00335 = 0.00058
r min =1.4/FY
251 mm2
>
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= 6.75838 mm fMn =fAs*fy(d-0.5a) = 7075167 Nmm = 707.517 kgm > Mu 70 kgm
Ok!
Mydoc/titip/jal/design/pondasi.xls
kg/m2
Mydoc/titip/jal/design/pondasi.xls
0.378
Mydoc/titip/jal/design/pondasi.xls
Design Pondasi Tanki Depo BBM Modul3 Blok V
= 718.333 kg = 0 kg = 10 kgm = 22.5 Mpa = 240 Mpa = 150 mm = =
Pu
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
Mu b=150
d=
=
100
gelam f10-6m
Data penyelidikan tanah g
(Wet density)
=
f
(angle of internal friction)
=
c
(cohesion)
=
0.05 kg/cm2
t
(timbunan tanah merah)
=
0 cm
1.289 t/m3 4.5
o
B=500
Analisa Terzaghi
gelam f10-6m 125
qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng Tabel Tersaghi untuk nilai :f,Nc,Nq,Ng 5
Nc
=
5.7
7.3
Nq
=
1
1.6
Ng
=
0
0.5
Untuk sudut geser (f)
=
4.5
Nc
=
7.14
Nq
=
1.54
Ng
=
0.45
300
0
B=
=
b
f
500
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
b
o
B= 500
0.466 kg/cm
125
panjang po
qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng
=
SF ( safety factor)
=
qa tanah = qult/SF
=
0.311 kg/cm
Daya dukung gelamf10-600
=
0.02 kg/cm
x
Rencana jumlah gelam
=
4 bh
y
Daya dukung gelam totalf10-600
=
0.08 kg/cm2
2
1.5
lebar pon D gelam
2 2
jml gelam a
luas perlu
qa tanah + gelam Pu/B^2 <s'lentur
=
B^2 ³ Pu/s'lentur,
B^2 = B =
0.391 kg/cm2
=
0.0391 N/mm2
jml gelam a jumlah gela
183742 mm2 429 mm
1. One way action qu= Pu/B^2 = 0.03909 N/mm2 Vu < Vc qu*B(0.5*B-0.5*b-d)£0.6*1/6(sqrt(f'c))*B*d = Tebal pondasi (d) ³ 12.5145 diambil lebar pondasi =
500 mm
qu= Pu/B^2<s'lentur = 0.029 N/mm2 Vu < Vc qu*B(0.5*B-0.5*b-d)£0.6*1/6(sqrt(f'c))*B*d = Tebal pondasi (d) ³ 11.2842 mm diambil tebal pondasi = 100 mm
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
= 3.33333 = 2400 mm = ### N = 4553680 N = ### N = 2185766 N
Vu =qu*((B^2-(B+d)*(b+d))
= 2873.33 N
<
<
0.039
N/mm2
2185766 N
Ok!
Ok!
3. Tinjauan terhadap momen lentur AS = Mu/f0,9*d*fy
= 5.78704 mm2
dicoba tulangan f10-150 As perlu
=
r =As perlu/B*d
= 0.01048 = 0.00058
r min =1.4/FY
524 mm2
>
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* = 13.1514 fMn =fAs*fy(d-0.5a) = 9399233 Nmm = 939.923 kgm > Mu 10 kgm
Ok!
500 500 mm 100 mm 2 bh 125 125 62500
2 4
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
= 288.295 kg gelam f10-6m
Data penyelidikan tanah g
(Wet density)
=
f
(angle of internal friction)
=
c
(cohesion)
=
0.05 kg/cm2
t
(timbunan tanah merah)
=
0 cm
1.289 t/m3 4.5
o
B= 1000
Analisa Terzaghi
gelam f10-6m 125
qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng Tabel Tersaghi untuk nilai :f,Nc,Nq,Ng 5
Nc
=
5.7
7.3
Nq
=
1
1.6
Ng
=
0
0.5
Untuk sudut geser (f)
=
4.5
Nc
=
7.14
Nq
=
1.54
Ng
=
0.45
300
0
B=
=
b
f
1000
Gaya aksial Perlu/vertikal (Pu)
Mu
d=
=
Pu
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
b
o
B= 1000
0.469 kg/cm
125
panjang po
qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng
=
SF ( safety factor)
=
qa tanah = qult/SF
=
0.312 kg/cm
jml gelam a
Daya dukung T. Listrik DPC-9-100
=
1.233 kg/cm
x
Rencana jumlah T. Listrik
=
2 bh
y
Daya dukung T. Listrik total
=
2.466 kg/cm2
2
1.5
lebar pon D gelam
2 2
luas perlu
qa tanah + T. Listrik Pu/B^2 <s'lentur B^2 ³ Pu/s'lentur,
=
2.778 kg/cm2
=
0.2778 N/mm2
jml gelam a jumlah gela
B^2 = 10375.9 mm2 B =
102 mm
1. One way action qu= Pu/B^2 = 0.27785 N/mm2 Vu < Vc qu*B(0.5*B-0.5*b-d)£0.6*1/6(sqrt(f'c))*B*d = Tebal pondasi (d) ³ -97.0506 diambil lebar pondasi =
1000 mm
qu= Pu/B^2<s'lentur = 0.003 N/mm2 Vu < Vc qu*B(0.5*B-0.5*b-d)£0.6*1/6(sqrt(f'c))*B*d = Tebal pondasi (d) ³ 2.77576 mm diambil tebal pondasi = 200 mm
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
= 5 = 4800 mm = ### N = 1.6E+07 N = ### N = 6746826 N
Vu =qu*((B^2-(B+d)*(b+d))
= 1499.13 N
<
<
0.278
N/mm2
6746826 N
Ok!
Ok!
3. Tinjauan terhadap momen lentur AS = Mu/f0,9*d*fy
=
0 mm2
As perlu
=
524 mm2
r =As perlu/B*d
= 0.00262 = 0.00058
dicoba tulangan f10-150
r min =1.4/FY
>
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* = 8.45445 fMn =fAs*fy(d-0.5a) = 2E+07 Nmm = 1969.63 kgm > Mu 0 kgm
Ok!
500 500 mm 100 mm 2 bh 125 125 62500
2 4
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')
= 2E+05 kg = 0 kg = 70 kgm = = = =
225 320 60 35
Pu
kg/cm2 Mpa cm cm
Ph
Mu = = =
220 cm 60 cm 7.5 cm
1
2 d=
B. Analisa a.Tebal pile cap dan penulangan Berat sendiri pile cap
=
Beban pertiang (ada 4tiang)
= 81742 kg
60
Lebar pile cap (B) Tebal pile cap (ht) Penutup beton (Pb)
T. Pancang 35x35
6970 kg 0.5 0.3
0.6
0.3 0.5
Geser Pons 52.5 cm
h=ht-Pb
=
luas bidang geser =4(b+h)*h tbpu =Pu/(4(b+h)*h) <= t*bpu
= 4(60+h)*h
B=220
= 10.159 kg/cm2 <
T. Pancang 35x35
15 Ok b
Cek Geser
b kg
tbu =1.5*D2-2/0.9*B*h <= t*bu(b.sementara) = 11.59 kg/cm2 <
B=220
potongan 2-2 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
=
B=220
4.352
1 Tabel Cara kekuatan batas
1.5*(48031.68) 2(0.5)*(2.2)*(225) d
=
0.8
q
Ir. Wiratman
0.2
0.3 q =
t*au
=
Amin=q*B*h*(2*0.5*mutu beton)/ t *au = dicoba dia. Tul (d)
0.088
P=81742.4kg
2780 kg/cm 81.8 cm2
= =
14 mm 9 cm
Luas tulan =
37.63 cm2
jarak
1 2
<
81.8
No Ok
Mydoc/titip/jal/design/pondasi.xls
A'=0.2*Amin dicoba dia. Tul (d) jarak
= 16.359 cm2 = 14 mm = 9 cm
Luas tulan =
37.63 cm2
>
16.4
Ok !!!
Mydoc/titip/jal/design/pondasi.xls
Mydoc/titip/jal/design/pondasi.xls
Design Pile Cap (Tanpa tulangan geser)
= =
Mutu beton (K125 ,K175, K225) fy Lebar kolom pondasi(b) Lebar tiang pancang(b')
= = = =
175 240 20 30
Lebar pile cap (B) Tebal pile cap (ht) Penutup beton (Pb)
= = =
200 cm 12 cm 4 cm
2028 kg 147 kgm
Pu
kg/cm2 Mpa cm cm
Ph
Mu
1
2 d=
B. Analisa a.Tebal pile cap dan penulangan Berat sendiri pile cap
=
1152 kg
Beban pertiang (ada 4tiang)
=
1302 kg
12
A. Data teknis Gaya aksial (b. mati+b. hidup) (Pu) Momen perlu (M1)
T. Pancang 35x35
akibat My
0.35 0.4
0.2
0.4 0.35
tiang 1,3 ----> tertarik keatas P1 = P3
=
1229 kg
=
1376 kg
h=ht-Pb
=
8 cm
luas bidang geser =4(b+h)*h tbpu =Pu/(4(b+h)*h) <= t*bpu
= 4(20+h)*h
B=200
tiang 2,4----> tertekan kebawah P2 = P4
T. Pancang 35x35 b
Geser Pons
= 3.3951 kg/cm2 <
B=200
b
13 Ok
Cek Geser potongan 2-2 D2-2= Ptiang - berat sendiri kepala tiang = -328.5
B=200
kg
tbu =1.5*D2-2/0.9*B*h <= t*bu(b.sementara) = -0.342 kg/cm2 <
11 Ok 1
Momen lentur potongan 1-1 berat sendiri pile cap (q) M1-1 Cu =
8 1.5*(938.4) 2(0.5)*(2)*(175)
=
0.75
q
576 kg/m
=
938.4 kgm
=
3.989
0.4 1
P=1376kg
Tabel Cara kekuatan batas Ir. Wiratman
Mydoc/titip/jal/design/pondasi.xls
d
=
0.2 q =
t*au
=
Amin=q*B*h*(2*0.5*mutu beton)/ t *au = dicoba dia. Tul (d)
0.068 2080 kg/cm2 9.087 cm2
= =
10 mm 15 cm
Luas tulan =
10.47 cm2
jarak
A'=0.2*Amin dicoba dia. Tul (d) jarak
>
9.09
Ok !!!
>
1.82
Ok !!!
>
4
Ok !!!
>
0.8
Ok !!!
= 1.8173 cm2 = 6 mm = 20 cm
Luas tulan =
2.827 cm2
untuk Cu>5.51,dipakai nilai q minimum Amin =0.25%*B*h
=
4 cm2
= =
10 mm 15 cm
Luas tulan =
10.47 cm2
= = =
0.8 cm2
Luas tulan =
2.827 cm2
dicoba dia. Tul (d) jarak
A'=0.2*Amin dicoba dia. Tul (d) jarak
6 mm 20 cm
Mydoc/titip/jal/design/pondasi.xls
Pu
Ph
300 mm
5706.4 0 70 21 240 200 300
Mu = 500 mm = 150 mm = dia8 - 200 = 4 bh
200 mm
C. Analisa Data penyelidikan tanah g
(Wet density)
=
f
(angle of internal friction)
=
c
(cohesion)
=
0.05 kg/cm2
t
(timbunan tanah merah)
=
0 cm
gelam f10-6m
1.289 t/m3 4.5
150
= = = = = = =
d=
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
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
=
1.54
Ng
=
0.45
b
f
o
qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng
=
SF ( safety factor)
=
qa tanah = qult/SF
=
0.317 kg/cm2
Daya dukung gelamf10-600
=
1.233 kg/cm2
Rencana jumlah gelam
=
2 bh
Daya dukung gelam totalf10-600
=
2.466 kg/cm2
qa tanah + gelam
=
2.783 kg/cm2
b
0.476 kg/cm2
B=500
Tabel Tersaghi untuk nilai :f,Nc,Nq,Ng
B=500
1.5 12330
=
0.2783 N/mm2
Pu/B^2 <s'lentur
Mydoc/titip/jal/design/pondasi.xls
B^2 ³ Pu/s'lentur,
B^2 =
205035 mm2
B =
453 mm
1. One way action diambil lebar pondasi =
500 mm
qu= Pu/B^2 = 0.22826 N/mm2 Vu < Vc qu*B(0.5*B-0.5*b-d)£0.6*1/6(sqrt(f'c))*B*d = Tebal pondasi (d) ³ 148.862 mm diambil tebal pondasi = 150 mm qu= Pu/B^2<s'lentur
=
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
= 2.5 = 2600 mm = ### N = 7148818 N = ### N = 3860362 N
Vu =qu*((B^2-(B+d)*(b+d))
= 5135.76 N
0.228 N/mm2
<
<
0.278
N/mm2
3860362 N
Ok!
Ok!
3. Tinjauan terhadap momen lentur M1 (momen akibat reaksi kolom) = 70000 kgmm M2 (momen akibat gaya horisontal) = 0 kgmm AS = Mu/f0,9*d*fy = 27.0062 mm2 dicoba tulangan f = 8 mm Jarak = 200 mm As perlu
=
r =As perlu/B*d
= 0.00335 = 0.00058
r min =1.4/FY
251 mm2
>
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= 6.75838 mm fMn =fAs*fy(d-0.5a) = 7075167 Nmm = 707.517 kgm > Mu 70 kgm
Ok!
Mydoc/titip/jal/design/pondasi.xls
kg/m2
Mydoc/titip/jal/design/pondasi.xls
0.378
Mydoc/titip/jal/design/pondasi.xls
Design Pondasi Tanki Depo BBM Modul3 Blok V
= 718.333 kg = 0 kg = 10 kgm = 22.5 Mpa = 240 Mpa = 150 mm = =
Pu
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
Mu b=150
d=
=
100
gelam f10-6m
Data penyelidikan tanah g
(Wet density)
=
f
(angle of internal friction)
=
c
(cohesion)
=
0.05 kg/cm2
t
(timbunan tanah merah)
=
0 cm
1.289 t/m3 4.5
o
B=500
Analisa Terzaghi
gelam f10-6m 125
qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng Tabel Tersaghi untuk nilai :f,Nc,Nq,Ng 5
Nc
=
5.7
7.3
Nq
=
1
1.6
Ng
=
0
0.5
Untuk sudut geser (f)
=
4.5
Nc
=
7.14
Nq
=
1.54
Ng
=
0.45
300
0
B=
=
b
f
500
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
b
o
B= 500
0.466 kg/cm
125
panjang po
qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng
=
SF ( safety factor)
=
qa tanah = qult/SF
=
0.311 kg/cm
Daya dukung gelamf10-600
=
0.02 kg/cm
x
Rencana jumlah gelam
=
4 bh
y
Daya dukung gelam totalf10-600
=
0.08 kg/cm2
2
1.5
lebar pon D gelam
2 2
jml gelam a
luas perlu
qa tanah + gelam Pu/B^2 <s'lentur
=
B^2 ³ Pu/s'lentur,
B^2 = B =
0.391 kg/cm2
=
0.0391 N/mm2
jml gelam a jumlah gela
183742 mm2 429 mm
1. One way action qu= Pu/B^2 = 0.03909 N/mm2 Vu < Vc qu*B(0.5*B-0.5*b-d)£0.6*1/6(sqrt(f'c))*B*d = Tebal pondasi (d) ³ 12.5145 diambil lebar pondasi =
500 mm
qu= Pu/B^2<s'lentur = 0.029 N/mm2 Vu < Vc qu*B(0.5*B-0.5*b-d)£0.6*1/6(sqrt(f'c))*B*d = Tebal pondasi (d) ³ 11.2842 mm diambil tebal pondasi = 100 mm
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
= 3.33333 = 2400 mm = ### N = 4553680 N = ### N = 2185766 N
Vu =qu*((B^2-(B+d)*(b+d))
= 2873.33 N
<
<
0.039
N/mm2
2185766 N
Ok!
Ok!
3. Tinjauan terhadap momen lentur AS = Mu/f0,9*d*fy
= 5.78704 mm2
dicoba tulangan f10-150 As perlu
=
r =As perlu/B*d
= 0.01048 = 0.00058
r min =1.4/FY
524 mm2
>
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* = 13.1514 fMn =fAs*fy(d-0.5a) = 9399233 Nmm = 939.923 kgm > Mu 10 kgm
Ok!
500 500 mm 100 mm 2 bh 125 125 62500
2 4
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
= 288.295 kg gelam f10-6m
Data penyelidikan tanah g
(Wet density)
=
f
(angle of internal friction)
=
c
(cohesion)
=
0.05 kg/cm2
t
(timbunan tanah merah)
=
0 cm
1.289 t/m3 4.5
o
B= 1000
Analisa Terzaghi
gelam f10-6m 125
qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng Tabel Tersaghi untuk nilai :f,Nc,Nq,Ng 5
Nc
=
5.7
7.3
Nq
=
1
1.6
Ng
=
0
0.5
Untuk sudut geser (f)
=
4.5
Nc
=
7.14
Nq
=
1.54
Ng
=
0.45
300
0
B=
=
b
f
1000
Gaya aksial Perlu/vertikal (Pu)
Mu
d=
=
Pu
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
b
o
B= 1000
0.469 kg/cm
125
panjang po
qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng
=
SF ( safety factor)
=
qa tanah = qult/SF
=
0.312 kg/cm
jml gelam a
Daya dukung T. Listrik DPC-9-100
=
1.233 kg/cm
x
Rencana jumlah T. Listrik
=
2 bh
y
Daya dukung T. Listrik total
=
2.466 kg/cm2
2
1.5
lebar pon D gelam
2 2
luas perlu
qa tanah + T. Listrik Pu/B^2 <s'lentur B^2 ³ Pu/s'lentur,
=
2.778 kg/cm2
=
0.2778 N/mm2
jml gelam a jumlah gela
B^2 = 10375.9 mm2 B =
102 mm
1. One way action qu= Pu/B^2 = 0.27785 N/mm2 Vu < Vc qu*B(0.5*B-0.5*b-d)£0.6*1/6(sqrt(f'c))*B*d = Tebal pondasi (d) ³ -97.0506 diambil lebar pondasi =
1000 mm
qu= Pu/B^2<s'lentur = 0.003 N/mm2 Vu < Vc qu*B(0.5*B-0.5*b-d)£0.6*1/6(sqrt(f'c))*B*d = Tebal pondasi (d) ³ 2.77576 mm diambil tebal pondasi = 200 mm
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
= 5 = 4800 mm = ### N = 1.6E+07 N = ### N = 6746826 N
Vu =qu*((B^2-(B+d)*(b+d))
= 1499.13 N
<
<
0.278
N/mm2
6746826 N
Ok!
Ok!
3. Tinjauan terhadap momen lentur AS = Mu/f0,9*d*fy
=
0 mm2
As perlu
=
524 mm2
r =As perlu/B*d
= 0.00262 = 0.00058
dicoba tulangan f10-150
r min =1.4/FY
>
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* = 8.45445 fMn =fAs*fy(d-0.5a) = 2E+07 Nmm = 1969.63 kgm > Mu 0 kgm
Ok!
500 500 mm 100 mm 2 bh 125 125 62500
2 4
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')
= 2E+05 kg = 0 kg = 70 kgm = = = =
225 320 60 35
Pu
kg/cm2 Mpa cm cm
Ph
Mu = = =
220 cm 60 cm 7.5 cm
1
2 d=
B. Analisa a.Tebal pile cap dan penulangan Berat sendiri pile cap
=
Beban pertiang (ada 4tiang)
= 81742 kg
60
Lebar pile cap (B) Tebal pile cap (ht) Penutup beton (Pb)
T. Pancang 35x35
6970 kg 0.5 0.3
0.6
0.3 0.5
Geser Pons 52.5 cm
h=ht-Pb
=
luas bidang geser =4(b+h)*h tbpu =Pu/(4(b+h)*h) <= t*bpu
= 4(60+h)*h
B=220
= 10.159 kg/cm2 <
T. Pancang 35x35
15 Ok b
Cek Geser
b kg
tbu =1.5*D2-2/0.9*B*h <= t*bu(b.sementara) = 11.59 kg/cm2 <
B=220
potongan 2-2 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
=
B=220
4.352
1 Tabel Cara kekuatan batas
1.5*(48031.68) 2(0.5)*(2.2)*(225) d
=
0.8
q
Ir. Wiratman
0.2
0.3 q =
t*au
=
Amin=q*B*h*(2*0.5*mutu beton)/ t *au = dicoba dia. Tul (d)
0.088
P=81742.4kg
2780 kg/cm 81.8 cm2
= =
14 mm 9 cm
Luas tulan =
37.63 cm2
jarak
1 2
<
81.8
No Ok
Mydoc/titip/jal/design/pondasi.xls
A'=0.2*Amin dicoba dia. Tul (d) jarak
= 16.359 cm2 = 14 mm = 9 cm
Luas tulan =
37.63 cm2
>
16.4
Ok !!!
Mydoc/titip/jal/design/pondasi.xls
Mydoc/titip/jal/design/pondasi.xls
Design Pile Cap (Tanpa tulangan geser)
= =
Mutu beton (K125 ,K175, K225) fy Lebar kolom pondasi(b) Lebar tiang pancang(b')
= = = =
175 240 20 30
Lebar pile cap (B) Tebal pile cap (ht) Penutup beton (Pb)
= = =
200 cm 12 cm 4 cm
2028 kg 147 kgm
Pu
kg/cm2 Mpa cm cm
Ph
Mu
1
2 d=
B. Analisa a.Tebal pile cap dan penulangan Berat sendiri pile cap
=
1152 kg
Beban pertiang (ada 4tiang)
=
1302 kg
12
A. Data teknis Gaya aksial (b. mati+b. hidup) (Pu) Momen perlu (M1)
T. Pancang 35x35
akibat My
0.35 0.4
0.2
0.4 0.35
tiang 1,3 ----> tertarik keatas P1 = P3
=
1229 kg
=
1376 kg
h=ht-Pb
=
8 cm
luas bidang geser =4(b+h)*h tbpu =Pu/(4(b+h)*h) <= t*bpu
= 4(20+h)*h
B=200
tiang 2,4----> tertekan kebawah P2 = P4
T. Pancang 35x35 b
Geser Pons
= 3.3951 kg/cm2 <
B=200
b
13 Ok
Cek Geser potongan 2-2 D2-2= Ptiang - berat sendiri kepala tiang = -328.5
B=200
kg
tbu =1.5*D2-2/0.9*B*h <= t*bu(b.sementara) = -0.342 kg/cm2 <
11 Ok 1
Momen lentur potongan 1-1 berat sendiri pile cap (q) M1-1 Cu =
8 1.5*(938.4) 2(0.5)*(2)*(175)
=
0.75
q
576 kg/m
=
938.4 kgm
=
3.989
0.4 1
P=1376kg
Tabel Cara kekuatan batas Ir. Wiratman
Mydoc/titip/jal/design/pondasi.xls
d
=
0.2 q =
t*au
=
Amin=q*B*h*(2*0.5*mutu beton)/ t *au = dicoba dia. Tul (d)
0.068 2080 kg/cm2 9.087 cm2
= =
10 mm 15 cm
Luas tulan =
10.47 cm2
jarak
A'=0.2*Amin dicoba dia. Tul (d) jarak
>
9.09
Ok !!!
>
1.82
Ok !!!
>
4
Ok !!!
>
0.8
Ok !!!
= 1.8173 cm2 = 6 mm = 20 cm
Luas tulan =
2.827 cm2
untuk Cu>5.51,dipakai nilai q minimum Amin =0.25%*B*h
=
4 cm2
= =
10 mm 15 cm
Luas tulan =
10.47 cm2
= = =
0.8 cm2
Luas tulan =
2.827 cm2
dicoba dia. Tul (d) jarak
A'=0.2*Amin dicoba dia. Tul (d) jarak
6 mm 20 cm
Mydoc/titip/jal/design/pondasi.xls
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