Pondasi Pile Cap

Mydoc/titip/jal/design/pondasi.xls

Design Pondasi

Gudang Oli PH 4,5

A. Data teknis

Gaya aksial Perlu/vertikal (Pu) = 5706.4 kg

Gaya aksial Perlu/horizontal (Ph) = 0 kg

Momen perlu (M1) = 70 kgm

f'c = 21 Mpa

fy = 240 Mpa

Lebar kolom pondasi(b) = 200 mm

Tinggi kolom pondasi (h) = 300 mm

B. Hasil Analisa

30

0 m

m

Lebar pondasi (B) = 500 mm

Tebal pondasi (d) = 150 mm 200 mm

Tulangan = dia8 - 200

Jumlah tul.per lebar pondasi = 4 bh

15

0

C. Analisa

Data penyelidikan tanah

(Wet density) = 1.289

f (angle of internal friction) = 4.5

c (cohesion) = 0.05

t (timbunan tanah merah) = 0 cm B=500

Analisa Terzaghi

f = 0 5

Nc = 5.7 7.3

Nq = 1 1.6

B=

500= 0 0.5

= 4.5

Nc = 7.14

Nq = 1.54

= 0.45

= 0.476 B=500

SF ( safety factor) = 1.5

qa tanah = qult/SF = 0.317

= 1.233 12330

Rencana jumlah gelam = 2 bh

= 2.466

qa tanah + gelam = 2.783 = 0.2783

g t/m3

o

kg/cm2

qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng

Tabel Tersaghi untuk nilai :f,Nc,Nq,Ng

Ng

Untuk sudut geser (f) o

Ng

qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng kg/cm2

kg/cm2

Daya dukung gelamf10-600 kg/cm2

Daya dukung gelam totalf10-600 kg/cm2

kg/cm2 N/mm2

Pu/B^2 <s'lentur

gelamf10-6m

b

b

Mu

Pu

d=

gelamf10-6m

Ph


B^2 = 205035

B = 453 mm

1. One way action

diambil lebar pondasi = 500 mm

qu= Pu/B^2 = 0.22826

Vu < Vc

=

Tebal pondasi (d) ³ 148.862 mmdiambil tebal pondasi = 150 mm

= 0.228 < 0.278 Ok!

2. Two way action

= 2.5bo =2*((B+d)+(B+d)) = 2600 mm

= ### N

Vcmax=4*sqrt*f'c*bo*d = 7148818 N

Vc < Vcmax……..ambil Vc = ### N

= 3860362 N

Vu =qu*((B^2-(B+d)*(b+d)) = 5135.76 N < 3860362 N Ok!

3. Tinjauan terhadap momen lentur

= 70000 kgmm

= 0 kgmm

= 27.0062

= 8 mm

Jarak = 200 mm

As perlu = 251

= 0.00335 > 0.0006

= 0.00058

= 0.26322 > r = 0.0034

= 0.19741

Lengan momen (a)=(Aperlu*fy)/(0.85= 6.75838 mm

= 7075167 Nmm

= 707.517 kgm > Mu 70 kgm Ok!

B^2 ³ Pu/s'lentur, mm2

N/mm2

qu*B(0.5*B-0.5*b-d)£0.6*1/6(sqrt(f'c))*B*d

qu= Pu/B^2<s'lentur N/mm2 N/mm2

bc =B/b

Vc =(1+2/bc)*2*sqrtf'c*bo*d

fVc=0.6*Vc

M1 (momen akibat reaksi kolom)

M2 (momen akibat gaya horisontal)

AS = Mu/f0,9*d*fy mm2

dicoba tulangan f

mm2

r =As perlu/B*d r min = r min =1.4/FY

rb =b1*((0.85*f'c)/fy)+(600/(600+fy))

r max =0.75*rb

fMn =fAs*fy(d-0.5a)


kg/m2


0.378

Design Pondasi Tanki Depo BBM Modul3 Blok V

A. Data teknis



Momen perlu (Mu) = 10 kgm

f'c = 22.5 Mpa

fy = 240 Mpa

Lebar kolom (b) = 150 mm

dimensi Pondasi


Tebal pondasi (d) = 100 mm

B. Analisa

Berat tangki = 2000 kg

Berat minyak tanah = 17430 kg 150

Berat sendiri plat (t:10 cm) = 2880 kg

Berat total = 22310 kg

10

0

Daya dukung tanah + gelam = 18000 kg

Berat sisa (untuk satu kolom) = 718.333 kg




c (cohesion) = 0.05 500

t (timbunan tanah merah) = 0 cm

Analisa Terzaghi

12

5

f = 0 5

Nc = 5.7 7.3

Nq = 1 1.6

30

0 500

= 0 0.5

= 4.5

Nc = 7.14

Nq = 1.54

= 0.45 500 125 panjang po

= 0.466 lebar pon

SF ( safety factor) = 1.5 D gelam

qa tanah = qult/SF = 0.311 jml gelam a

= 0.02 x

Rencana jumlah gelam = 4 bh y

= 0.08 luas perlu

g t/m3

o

kg/cm2



Ng


Ng


kg/cm2

Daya dukung gelamf10-600 kg/cm2

Daya dukung gelam totalf10-600 kg/cm2

Mu

Pu

b=

B=

d=

gelamf10-6m

B=

b B=

b

gelamf10-6m

qa tanah + gelam = 0.391 = 0.0391 jml gelam a

jumlah gela

B^2 = 183742

B = 429 mm

1. One way action

qu= Pu/B^2 = 0.03909

Vu < Vc

=

Tebal pondasi (d) ³ 12.5145


= 0.029 < 0.039 Ok!Vu < Vc

=

Tebal pondasi (d) ³ 11.2842 mm

diambil tebal pondasi = 100 mm

2. Two way action

= 3.33333bo =2*((B+d)+(B+d)) = 2400 mm

= ### N

Vcmax=4*sqrt*f'c*bo*d = 4553680 N


= 2185766 N

Vu =qu*((B^2-(B+d)*(b+d)) = 2873.33 N < 2185766 N Ok!


= 5.78704

As perlu = 524

= 0.01048 > 0.0006

= 0.00058

= 0.26773 > r = 0.0105

= 0.2008

Lengan momen (a)=(Aperlu*fy)/(0.85= 13.1514

= 9399233 Nmm

= 939.923 kgm > Mu 10 kgm Ok!

kg/cm2 N/mm2

Pu/B^2 <s'lentur


N/mm2

qu*B(0.5*B-0.5*b-d)£0.6*1/6(sqrt(f'c))*B*d


qu*B(0.5*B-0.5*b-d)£0.6*1/6(sqrt(f'c))*B*d

bc =B/b


fVc=0.6*Vc


dicoba tulangan f10-150

mm2


rb =b1*((0.85*f'c)/fy)+(600/(600+fy))

r max =0.75*rb

fMn =fAs*fy(d-0.5a)

500

500 mm

100 mm

2 bh

125

125

62500

Design Pondasi Tanki Depo BBM Modul3 Blok V

titik a

A. Data teknis

Momen perlu (Mu) = 0 kgm

f'c = 17.5 Mpa

fy = 240 Mpa

Daya dukung tiang pancang = 1351 kg

Lebar kolom (b) = 200 mm

dimensi Pondasi


Tebal pondasi (d) = 200 mm

B. Analisa

Berat pipa + pompa = 1531.9 kg

Berat air = 1458.4 kg 200

Berat total = 2990.3 kg

Daya dukung T.Pancang = 2702 kg

20

0

Berat sisa (untuk satu kolom) = 288.295 kg





c (cohesion) = 0.05 1000

t (timbunan tanah merah) = 0 cm

Analisa Terzaghi

12

5

f = 0 5

Nc = 5.7 7.3

Nq = 1 1.6

30

0

1000

= 0 0.5

= 4.5

Nc = 7.14

Nq = 1.54

= 0.45 1000 125 panjang po

= 0.469 lebar pon

SF ( safety factor) = 1.5 D gelam

qa tanah = qult/SF = 0.312 jml gelam a

= 1.233 x

Rencana jumlah T. Listrik = 2 bh y

= 2.466 luas perlu

g t/m3

o

kg/cm2



Ng


Ng


kg/cm2

Daya dukung T. Listrik DPC-9-100 kg/cm2

Daya dukung T. Listrik total kg/cm2

Mu

Pu

b=

B=

d=

gelamf10-6m

B=

b B=

b

gelamf10-6m

qa tanah + T. Listrik = 2.778 = 0.2778 jml gelam a

jumlah gela

B^2 = 10375.9

B = 102 mm

1. One way action

qu= Pu/B^2 = 0.27785

Vu < Vc

=

Tebal pondasi (d) ³ -97.0506


= 0.003 < 0.278 Ok!Vu < Vc

=

Tebal pondasi (d) ³ 2.77576 mm

diambil tebal pondasi = 200 mm

2. Two way action

= 5bo =2*((B+d)+(B+d)) = 4800 mm

= ### N

Vcmax=4*sqrt*f'c*bo*d = 1.6E+07 N


= 6746826 N

Vu =qu*((B^2-(B+d)*(b+d)) = 1499.13 N < 6746826 N Ok!


= 0

As perlu = 524

= 0.00262 > 0.0006

= 0.00058

= 0.25268 > r = 0.0026

= 0.18951

Lengan momen (a)=(Aperlu*fy)/(0.85= 8.45445

= 2E+07 Nmm

= 1969.63 kgm > Mu 0 kgm Ok!

kg/cm2 N/mm2

Pu/B^2 <s'lentur


N/mm2

qu*B(0.5*B-0.5*b-d)£0.6*1/6(sqrt(f'c))*B*d


qu*B(0.5*B-0.5*b-d)£0.6*1/6(sqrt(f'c))*B*d

bc =B/b


fVc=0.6*Vc


dicoba tulangan f10-150

mm2


rb =b1*((0.85*f'c)/fy)+(600/(600+fy))

r max =0.75*rb

fMn =fAs*fy(d-0.5a)

500

500 mm

100 mm

2 bh

125

125

62500


Design Pile Cap (Tanpa tulangan geser)

A. Data teknis

Gaya aksial (b. mati+b. hidup) (Pu) = 2E+05 kg



Mutu beton (K125 ,K175, K225) = 225

fy = 320 Mpa

Lebar kolom pondasi(b) = 60 cm

Lebar tiang pancang(b') = 35 cm

Lebar pile cap (B) = 220 cmTebal pile cap (ht) = 60 cm

Penutup beton (Pb) = 7.5 cm

60

B. Analisa

a.Tebal pile cap dan penulangan

Berat sendiri pile cap = 6970 kg

Beban pertiang (ada 4tiang) = 81742 kg

0.5 0.3 0.6 0.3 0.5

Geser Pons

h=ht-Pb = 52.5 cm B=220

luas bidang geser =4(b+h)*h = 4(60+h)*h

= 10.16 < 15 Ok

Cek Geser

potongan 2-2

= 80323 kg

B=

22

0= 11.59 < 12 Ok

Momen lentur potongan 1-1

berat sendiri pile cap (q) = 3168 kg/m

= 48032 kgm B=220

Cu = 52.5 = 4.352 0.8

1.5*(48031.68) Tabel Cara kekuatan batas

2(0.5)*(2.2)*(225) Ir. Wiratman

d = 0.2 0.3

q = 0.088 P=81742.4kg

= 2780

Amin=q*B*h*(2*0.5*mutu beton)/ *a= 81.8

dicoba dia. Tul (d) = 14 mm

jarak = 9 cm

Luas tulan = 37.63 < 81.8 No Ok

kg/cm2

tbpu =Pu/(4(b+h)*h) <= t*bpu kg/cm2

D2-2= Ptiang - berat sendiri kepala tiang

tbu =1.5*D2-2/0.9*B*h <= t*bu(b.sementara) kg/cm2

M1-1

t*au kg/cm2

cm2

cm2

T. Pancang

35x35

b

b

Mu

Pu

d=

Ph

T. Pancang

35x35

21

1

1

q

t


A'=0.2*Amin = 16.36


jarak = 9 cm

Luas tulan = 37.63 > 16.4 Ok !!!

cm2

cm2


Design Pile Cap (Tanpa tulangan geser)

A. Data teknis

Gaya aksial (b. mati+b. hidup) (Pu) = 2028 kg


Mutu beton (K125 ,K175, K225) = 175

fy = 240 Mpa

Lebar kolom pondasi(b) = 20 cm

Lebar tiang pancang(b') = 30 cm

Lebar pile cap (B) = 200 cm

Tebal pile cap (ht) = 12 cmPenutup beton (Pb) = 4 cm

12

B. Analisa

a.Tebal pile cap dan penulangan

Berat sendiri pile cap = 1152 kg

Beban pertiang (ada 4tiang) = 1302 kg

akibat My 0.35 0.4 0.2 0.4 0.35

tiang 1,3 ----> tertarik keatas

P1 = P3 = 1229 kg B=200

tiang 2,4----> tertekan kebawah

P2 = P4 = 1376 kg

Geser Pons

B=

20

0h=ht-Pb = 8 cm

luas bidang geser =4(b+h)*h = 4(20+h)*h

= 3.395 < 13 Ok

Cek Geser

potongan 2-2 B=200

= -328.5 kg

= -0.342 < 11 Ok0.75

Momen lentur potongan 1-1

berat sendiri pile cap (q) = 576 kg/m

= 938.4 kgm 0.4

P=1376kg

Cu = 8 = 3.989

1.5*(938.4) Tabel Cara kekuatan batas

2(0.5)*(2)*(175) Ir. Wiratman

kg/cm2

tbpu =Pu/(4(b+h)*h) <= t*bpu kg/cm2

D2-2= Ptiang - berat sendiri kepala tiang

tbu =1.5*D2-2/0.9*B*h <= t*bu(b.sementara) kg/cm2

M1-1

T. Pancang

35x35

Mu

Pu

d=

Ph

T. Pancang

35x35

21

1

1

q

b

b


d = 0.2

q = 0.068

= 2080

Amin=q*B*h*(2*0.5*mutu beton)/ *a= 9.087


jarak = 15 cm

Luas tulan = 10.47 > 9.09 Ok !!!

A'=0.2*Amin = 1.817


jarak = 20 cm

Luas tulan = 2.827 > 1.82 Ok !!!

untuk Cu>5.51,dipakai nilai q minimum

Amin =0.25%*B*h = 4


jarak = 15 cm

Luas tulan = 10.47 > 4 Ok !!!

A'=0.2*Amin = 0.8


jarak = 20 cm

Luas tulan = 2.827 > 0.8 Ok !!!

t*au kg/cm2

cm2

cm2

cm2

cm2

cm2

cm2

cm2

cm2

t

Pondasi Pile Cap

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