perhitungan pondasi full

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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

Lebar pondasi (B) = 500 mm

Tebal pondasi (d) = 150 mm 200 mm

Tulangan = dia8 - 200

Jumlah tul.per lebar pondasi = 4 bh C. Analisa

Data penyelidikan tanah

g _{(Wet density)} ₌ _1.289 t/m3

f (angle of internal friction) = 4.5 o

c (cohesion) = 0.05 kg/cm2

t (timbunan tanah merah) = 0 cm

Analisa Terzaghi

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

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

f = 0 5

Nc = 5.7 7.3

Nq = 1 1.6

Ng ₌ ₀ _0.5

Untuk sudut geser (f) ₌ _4.5o

Nc = 7.14 Nq = 1.54 Ng ₌ _0.45 qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng ₌ _{0.476 kg/cm}2 SF ( safety factor) = 1.5 qa tanah = qult/SF = 0.317 kg/cm2

Daya dukung gelamf10-600 ₌ _1.233 kg/cm2 _{12330 kg/m}2

Rencana jumlah gelam = 2 bh

Daya dukung gelam totalf10-600 ₌ _{2.466 kg/cm}2

qa tanah + gelam = 2.783 kg/cm2 = 0.2783 N/mm2 Pu/B^2 <s'lentur B^2  Pu/s'lentur, B^2 = 205035 mm2 300 mm 150 B=500 B=5 0 0 B=500 gelam f10-6m b b Mu Pu d = gelam f10-6m Ph Mydoc/titip/jal/design/pondasi.xls

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B = 453 mm 1. One way action

diambil lebar pondasi (B)= 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)  148.862 mm diambil tebal pondasi (d)= 150 mm

qu= Pu/B^2<s'lentur = 0.228 N/mm2

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0.278 N/mm2 Ok! 2. Two way action

bc =B/b = 2.5 bo =2*((B+d)+(B+d)) = 2600 mm Vc =(1+2/bc)*2*sqrtf'c*bo*d = ####### N Vcmax=4*sqrt*f'c*bo*d = 7148818 N Vc < Vcmax……..ambil Vc = ####### N fVc=0.6*Vc = 3860362 N Vu =qu*((B^2-(B+d)*(b+d)) = 5135.76 N

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3860362N 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 = 251 mm2

r =As perlu/B*d = 0.00335

>

r min = 0.0006

r min =1.4/FY _{= 0.00058}

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!

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0.378

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Design Pondasi Tanki Depo BBM Modul3 Blok V

A. Data teknis

Gaya aksial Perlu/vertikal (Pu) = 718.33 kg Gaya aksial Perlu/horizontal (Ph) = 0 kg

Momen perlu (Mu) = 10 kgm

f'c = 22.5 Mpa fy = 240 Mpa Lebar kolom (b) = 150 mm dimensi Pondasi Lebar pondasi (B) = 500 mm 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

Daya dukung tanah + gelam = 18000 kg Berat sisa (untuk satu kolom) = 718.333 kg

g _{(Wet density)} ₌ _1.289 t/m3

c (cohesion) = 0.05 kg/cm2 500

Analisa Terzaghi

qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng Tabel Tersaghi untuk nilai :f,Nc,Nq,Ng

f = 0 5

Nc = 5.7 7.3

Nq = 1 1.6

Ng ₌ ₀ _0.5

Nc = 7.14

Nq = 1.54

Ng ₌ _0.45 500 125 panjang pon 500

qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng ₌ _{0.466 kg/cm}2 _{lebar pon} ₅₀₀

SF ( safety factor) = 1.5 D gelam 100

qa tanah = qult/SF = 0.311 kg/cm2 jml gelam arah x 2

Daya dukung gelamf10-600 ₌ _0.02 kg/cm2 _x ₁₂₅

Rencana jumlah gelam = 4 bh y 125

Daya dukung gelam totalf10-600 ₌ _{0.08 kg/cm}2 _{luas perlu} ₆₂₅₀₀ qa tanah + gelam = 0.391 kg/cm2 = 0.0391 N/mm2 jml gelam arah y 2

100 500 125 300 Mu Pu b= B= d = gelam f10-6m B= b _B= b gelam f10-6m

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Pu/B^2 <s'lentur jumlah gelam total 4 B^2  Pu/s'lentur, B^2 = 183742 mm2

B = 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)  12.5145 diambil lebar pondasi (B)= 500 mm

<

0.039 N/mm2 Ok! Vu < Vc

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

Tebal pondasi (d)  11.2842 mm diambil tebal pondasi (d)= 100 mm 2. Two way action

bc =B/b = 3.33333 bo =2*((B+d)+(B+d)) = 2400 mm Vc =(1+2/bc)*2*sqrtf'c*bo*d = ####### N Vcmax=4*sqrt*f'c*bo*d = 4553680 N Vc < Vcmax……..ambil Vc = ####### N fVc=0.6*Vc = 2185766 N Vu =qu*((B^2-(B+d)*(b+d)) = 2873.33 N

<

AS = Mu/f0,9*d*fy = 5.78704 mm2 dicoba tulangan f10-150

As perlu = 524 mm2

>

r min = 0.0006

r min =1.4/FY = 0.00058

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

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mm mm bh

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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

Lebar pondasi (B) = 1000 mm

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 Berat sisa (untuk satu kolom) = 288.295 kg Gaya aksial Perlu/vertikal (Pu) = 288.3 kg

g _{(Wet density)} ₌ _1.289 t/m3

c (cohesion) = 0.05 kg/cm2 1000

Analisa Terzaghi

qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng Tabel Tersaghi untuk nilai :f,Nc,Nq,Ng

f = 0 5

Nc = 5.7 7.3

Nq = 1 1.6

Ng ₌ ₀ _0.5

Nc = 7.14

Nq = 1.54

Ng ₌ _0.45 1000 125 panjang pon 500

qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng ₌ _{0.469 kg/cm}2 _{lebar pon} ₅₀₀

SF ( safety factor) = 1.5 D gelam 100

qa tanah = qult/SF = 0.312 kg/cm2 jml gelam arah x 2

Daya dukung T. Listrik DPC-9-100 ₌ _1.233 kg/cm2 _x ₁₂₅

Rencana jumlah T. Listrik = 2 bh y 125

Daya dukung T. Listrik total ₌ _{2.466 kg/cm}2 _{luas perlu} ₆₂₅₀₀

qa tanah + T. Listrik = 2.778 kg/cm2 = 0.2778 N/mm2 jml gelam arah y 2

200 1000 125 300 Mu Pu b= B= d = gelam f10-6m B= b _B= b gelam f10-6m

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Pu/B^2 <s'lentur jumlah gelam total 4 B^2  Pu/s'lentur, 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)  -97.051 diambil lebar pondasi (B)= 1000 mm

<

0.278 N/mm2 Ok! Vu < Vc

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

Tebal pondasi (d)  2.77576 mm diambil tebal pondasi (d)= 200 mm 2. Two way action

bc =B/b = 5 bo =2*((B+d)+(B+d)) = 4800 mm Vc =(1+2/bc)*2*sqrtf'c*bo*d = ####### N Vcmax=4*sqrt*f'c*bo*d = 1.6E+07 N Vc < Vcmax……..ambil Vc = ####### N fVc=0.6*Vc = 6746826 N Vu =qu*((B^2-(B+d)*(b+d)) = 1499.13 N

<

AS = Mu/f0,9*d*fy = 0 mm2

dicoba tulangan f10-150

As perlu = 524 mm2

>

r min = 0.0006

r min =1.4/FY = 0.00058

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

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mm mm bh

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Design Pile Cap (Tanpa tulangan geser) A. Data teknis

Gaya aksial (b. mati+b. hidup) (Pu) = ##### kg Gaya aksial Perlu/horizontal (Ph) = 0 kg

Momen perlu (M1) = 70 kgm

Mutu beton (K125 ,K175, K225) = 225 kg/cm2

fy = 320 Mpa

Lebar kolom pondasi(b) = 60 cm Lebar tiang pancang(b') = 35 cm

Lebar pile cap (B) = 220 cm

Tebal pile cap (ht) = 60 cm

Penutup beton (Pb) = 7.5 cm

B. Analisa

a.Tebal pile cap dan penulangan

Berat sendiri pile cap = 6970 kg Beban pertiang (ada 4tiang) = 81742 kg

0.5 0 1 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 tbpu =Pu/(4(b+h)*h) <= t*bpu = 10.2 kg/cm

2

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15 Ok

Cek Geser

potongan 2-2

D2-2= Ptiang - berat sendiri kepala tiang= 80323 kg tbu =1.5*D2-2/0.9*B*h <= t*bu(b.sementara) = 11.59 kg/cm

2

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12 Ok

Momen lentur potongan 1-1

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

M1-1 = 48032 kgm B=220

Cu = = 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

t*au = 2780 kg/cm

2 Amin=q*B*h*(2*0.5*mutu beton)/ *au= 81.8 cm2

dicoba dia. Tul (d) = 14mm

jarak = 9cm Luas tulangan= 37.63 cm2

<

82

No Ok

A'=0.2*Amin = 16.4 cm2 60 B = 22 0 52.5 T. Pancang b b Mu Pu d = Ph T. Pancang 2 1 1 1 q

t

Mydoc/titip/jal/design/pondasi.xls

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jarak = 9cm

Luas tulangan= 37.63 cm2

>

16

Ok !!!

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Design Pile Cap (Tanpa tulangan geser) A. Data teknis

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

Momen perlu (M1) = 147 kgm

Mutu beton (K125 ,K175, K225) = 175 kg/cm2

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 cm

Penutup beton (Pb) = 4cm

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 0 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

h=ht-Pb = 8cm

luas bidang geser =4(b+h)*h = 4(20+h)*h tbpu =Pu/(4(b+h)*h) <= t*bpu = 3.4 kg/cm

2

<

13 Ok

Cek Geser

potongan 2-2 B=200

D2-2= Ptiang - berat sendiri kepala tiang= -329 kg tbu =1.5*D2-2/0.9*B*h <= t*bu(b.sementara) = -0.34 kg/cm

2

<

11 Ok

0.8 Momen lentur potongan 1-1

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

M1-1 = 938.4 kgm 0.4

P=1376kg

Cu = = 3.989

1.5*(938.4) Tabel Cara kekuatan batas

2(0.5)*(2)*(175) Ir. Wiratman d = 0.2 q = 0.068 12 B = 20 0 8 T. Pancang Mu Pu d = Ph T. Pancang 2 1 1 1 q b b Mydoc/titip/jal/design/pondasi.xls

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t*au = 2080 kg/cm 2 Amin=q*B*h*(2*0.5*mutu beton)/ *au= 9.087 cm2

jarak = 15 cm

>

9.1

Ok !!!

A'=0.2*Amin = 1.82 cm2

jarak = 20 cm

>

1.8

Ok !!!

untuk Cu>5.51,dipakai nilai q minimum

Amin =0.25%*B*h = 4 cm2

jarak = 15 cm

>

4

Ok !!!

A'=0.2*Amin = 0.8 cm2

jarak = 20 cm

>

0.8

Ok !!!

t

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