Transcript
Page 1: Perhitungan struktur

B . PONDASI

1. Design of Main Foundation I P-1 : Data :

Allowable soil strength = 1.00 kg/cm2

fc' = 250.00 kg/cm2

fy = 4000.00 kg/cm2

Concrete mass/vol. = 2.40 ton/m3

Axial load (P) = 17500.00 kg

Moment (M) = 1531.00 kg.m

Try width of found. (B) = 170.00 cm

Try width of column (b) = 50.00 cm

Try deepth of WF (l) = 40.00 cm

a. Foundation PlanThicknes of found. = 50.00 cm

Weight of foundation = 0.12 kg/cm2

Allowable soil strength net. = 0.88 kg/cm2

Extrem soil stress = P/A + M / (1/6 B^3)

= 0.61 + 0.19

= 0.79 kg/cm2

Extrem soil stress < Allw. Soil strength nett. ?

= 0.79 < 0.88 ?

...YES

b. 2 way shear Chek Vu = 17500.00 kg

b = 1.00

d = 44.00 cm

bo = 4 x (d + b ) = 376.00 cm

fVc = 0,6 [ 1/6 (1+2/b fc'. bo . D ]

= 2481600.00 N.

= 248160.00 kg.

fVc > Vu ..? = 248160.00 > 17500.00 ..?

YES

c. 1 way shear Chek

fVc = 0,6 [1/6 fc'. B . D ]

= 374000.00 N.

37400.00 kg.

fVc > Vu ..? = 37400.00 > 17500.00 ..?

YES

d. Reinforcement for bending momentMu = 1531.00 kg.m

r min. = 1.4/fy = 0.0035

Rn = Mu / B.d^2 = 0.05

m = fy / 0.85 fc' = 18.82

1/m = 0.05

(1-2.m.Rn/fy)^0,5 = 1.00

r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5

= 0.0001 < 0.0035 (r min.)

Use = 0.0035

As = r.B.d. = 2618.00 mm2

try f = 16.00 mm

number = 20.00

As = 4019.20 > 2618.00

OK

Page 2: Perhitungan struktur

Use : B = 170.00 cm

b = 50.00 cm

t = 50.00 cm

f = 16.00 mm

n = 20.00 pcs

g. Sloof :

Beban axial sloof = = 1750.00 kg = 10% ax.kolom ? Ok !

Coba penampang sloof = b 20.00 cm

= h 30.00 cm

Cek tekan beton = 2.92 kg/cm2 < 75 kg/cm2 ? Ok !

As min. 1% beton = 6.00 cm2

ambil n besi = 6.00 buah

f besi sloof = 1.13 cm > min 1,2 cm ? No !

f besi begel sloof minimum = 8 mm

h. Strous :Coba n = 4.00 buah

f strous = 50.00 cm

Pmax. = Axial / n + M.X1 / 2.(X1^2+X2^2) = 4375.00 + 900.59

= 5275.59 kg

Kekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cm

Maka kekuatan ijin strous = Keliling x geser cleaf

= 15700.00 kg > P max ? Ok !

2. Design of Main Foundation II P-2 : Data :

Allowable soil strength = 1.00 kg/cm2

fc' = 300.00 kg/cm2

fy = 2400.00 kg/cm2

Concrete mass/vol. = 2.40 ton/m3

Axial load (P) = 26899.00 kg

Moment (M) = 1961.00 kg.m

Try width of found. (B) = 200.00 cm

Try width of column (b) = 50.00 cm

Try deepth of WF (l) = 40.00 cm

a. Foundation PlanThicknes of found. = 35.00 cm

Weight of foundation = 0.08 kg/cm2

Allowable soil strength net. = 0.92 kg/cm2

Extrem soil stress = P/A + M / (1/6 B^3)

= 0.67 + 0.15

= 0.82 kg/cm2

Extrem soil stress < Allw. Soil strength nett. ?

= 0.82 < 0.92 ?

...YES

b. 2 way shear Chek Vu = 26899.00 kg

b = 1.00

d = 29.00 cm

bo = 4 x (d + b ) = 316.00 cm

fVc = 0,6 [ 1/6 (1+2/b fc'. bo . D ]

= 1505798.86 N.

= 150579.89 kg.

fVc > Vu ..? = 150579.89 > 26899.00 ..?

YES

c. 1 way shear Chek

fVc = 0,6 [1/6 fc'. B . D ]

Page 3: Perhitungan struktur

= 317679.08 N.

31767.91 kg.

fVc > Vu ..? = 31767.91 > 26899.00 ..?

YES

d. Reinforcement for bending momentMu = 1961.00 kg.m

r min. = 1.4/fy = 0.01

Rn = Mu / B.d^2 = 0.12

m = fy / 0.85 fc' = 9.41

1/m = 0.11

(1-2.m.Rn/fy)^0,5 = 1.00

r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5

= 0.0005 < 0.0058 (r min.)

Use = 0.0058

As = r.B.d. = 3383.33 mm2

try f = 18.00 mm

number = 16.00

As = 4069.44 > 3383.33

OKUse : B = 200.00 cm

b = 50.00 cm

t = 35.00 cm

f = 18.00 mm

n = 16.00 pcs

e. Design of Base Plat :Width of base plat (w) = 50.00 cm

Critical cantilv.length (m) = 5.00 cm

Conc. Bearing stress (fp) = 105.00 kg/cm2

Thickness of base plat (t) = 2.m (fp / fy)^0.5

= 2.09 cm

f. Anker Bolt (6 bolt) :

Geser ijin beton K300 = 6.50 kg/cm2

Jarak baut terjauh dari as = 20.00 cm

jumlah baut angker (n) = 6.00

Gaya akibat Momen (P1) = 4902.50 kg

1 baut memikul (P1 / 2) (tarik) = 2451.25 kg

Gaya akibat Normal (tekan) = 4483.17 kg

A 1 baut = 4.33 cm2

f = 2.35 cm

L = 144.60 cm

g. Sloof :

Beban axial sloof = = 3000.00 kg > 10% ax.kolom ? Ok !

Coba penampang sloof = b 20.00 cm

= h 30.00 cm

Cek tekan beton = 5.00 kg/cm2 < 75 kg/cm2 ? Ok !

As min. 1% beton = 6.00 cm2

ambil n besi = 6.00 buah

f besi sloof = 1.13 cm > min 1,2 cm ? No !

f besi begel sloof minimum = 8 mm

h. Strous :Coba n = 2.00 buah

f strous = 50.00 cm

Pmax. = Axial / n + M.X1 / 2.(X1^2+X2^2) = 13449.50 + 980.50

= 14430.00 kg

Kekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cm

Maka kekuatan ijin strous = Keliling x geser cleaf

= 15700.00 kg > P max ? Ok !

Page 4: Perhitungan struktur

3. Design of Main Foundation III (tangga) P-3 : Data :

Allowable soil strength = 1.00 kg/cm2

fc' = 300.00 kg/cm2

fy = 2400.00 kg/cm2

Concrete mass/vol. = 2.40 ton/m3

Axial load (P) = 4832.00 kg

Moment (M) = 571.00 kg.m

Try width of found. (B) = 120.00 cm

Try width of column (b) = 30.00 cm

Try deepth of WF (l) = 20.00 cm

a. Foundation PlanThicknes of found. = 25.00 cm

Weight of foundation = 0.06 kg/cm2

Allowable soil strength net. = 0.94 kg/cm2

Extrem soil stress = P/A + M / (1/6 B^3)

= 0.34 + 0.20

= 0.53 kg/cm2

Extrem soil stress < Allw. Soil strength nett. ?

= 0.53 < 0.94 ?

...YES

b. 2 way shear Chek Vu = 4832.00 kg

b = 1.00

d = 19.00 cm

bo = 4 x (d + b ) = 196.00 cm

fVc = 0,6 [ 1/6 (1+2/b fc'. bo . D ]

= 611915.64 N.

= 61191.56 kg.

fVc > Vu ..? = 61191.56 > 4832.00 ..?

YES

c. 1 way shear Chek

fVc = 0,6 [1/6 fc'. B . D ]

= 124880.74 N.

12488.07 kg.

fVc > Vu ..? = 12488.07 > 4832.00 ..?

YES

d. Reinforcement for bending momentMu = 571.00 kg.m

r min. = 1.4/fy = 0.01

Rn = Mu / B.d^2 = 0.13

m = fy / 0.85 fc' = 9.41

1/m = 0.11

(1-2.m.Rn/fy)^0,5 = 0.99

r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5

= 0.0006 < 0.0058 (r min.)

Use = 0.0058

As = r.B.d. = 1330.00 mm2

try f = 16.00 mm

number = 8.00

As = 1607.68 > 1330.00

OK

Page 5: Perhitungan struktur

Use : B = 120.00 cm

b = 30.00 cm

t = 25.00 cm

f = 16.00 mm

n = 8.00 pcs

e. Design of Base Plat :Width of base plat (w) = 30.00 cm

Critical cantilv.length (m) = 5.00 cm

Conc. Bearing stress (fp) = 105.00 kg/cm2

Thickness of base plat (t) = 2.m (fp / fy)^0.5

= 2.09 cm

f. Anker Bolt (6 bolt) :

Geser ijin beton K300 = 6.50 kg/cm2

Jarak baut terjauh dari as = 17.00 cm

jumlah baut angker (n) = 6.00

Gaya akibat Momen (P1) = 1679.41 kg

1 baut memikul (P1 / 2) (tarik) = 839.71 kg

Gaya akibat Normal (tekan) = 805.33 kg

A 1 baut = 1.03 cm2

f = 1.14 cm

L = 70.43 cm

g. Sloof :

Beban axial sloof = = 3000.00 kg > 10% ax.kolom ? Ok !

Coba penampang sloof = b 15.00 cm

= h 20.00 cm

Cek tekan beton = 10.00 kg/cm2 < 75 kg/cm2 ? Ok !

As min. 1% beton = 3.00 cm2

ambil n besi = 6.00 buah

f besi sloof = 0.80 cm > min 1,2 cm ? No !

f besi begel sloof minimum = 8 mm

4. Design of Main Foundation Gabungan P-4 :Data :

Allowable soil strength = 1.00 kg/cm2

fc' = 300.00 kg/cm2

fy = 2400.00 kg/cm2

Concrete mass/vol. = 2.40 ton/m3

Axial load (P)kiri = 5476.00 kg

Moment (M)kiri = 1287.00 kg.m

Axial load (P)kanan = 12348.00 kg

Moment (M)kanan = 1355.00 kg.m

P total = 17824.00 kg

Try width of found. (B) = 150.00 cm Try width of found. (L) = 300.00 cm

Try width of column (b) = 40.00 cm

Try deepth of WF (l) = 30.00 cm

a. Foundation PlanThicknes of found. = 35.00 cm

Weight of foundation = 0.08 kg/cm2

Allowable soil strength net. = 0.92 kg/cm2

Extrem soil stress = P total /A

= 0.40

= 0.40 kg/cm2

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Extrem soil stress < Allw. Soil strength nett. ?

= 0.40 < 0.92 ?

...YES

b. 2 way shear Chek Vu = 5476.00 kg

b = 1.00

d = 29.00 cm

bo = 4 x (d + b ) = 276.00 cm

fVc = 0,6 [ 1/6 (1+2/b fc'. bo . D ]

= 1315191.41 N.

= 131519.14 kg.

fVc > Vu ..? = 131519.14 > 5476.00 ..?

YES

c. 1 way shear Chek

fVc = 0,6 [1/6 fc'. B . d ]

= 238259.31 N.

23825.93 kg.

fVc > Vu ..? = 23825.93 > 5476.00 ..?

YES

d. Reinforcement for bending momentMu max. (dari SAP2000) = 4000.00 kg.m

r min. = 1.4/fy = 0.01

Rn = Mu / B.d^2 = 0.32

m = fy / 0.85 fc' = 9.41

1/m = 0.11

(1-2.m.Rn/fy)^0,5 = 0.99

r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5

= 0.0013 < 0.0058 (r min.)

Use = 0.0058

As = r.B.d. = 2537.50 mm2

try f = 18.00 mm

number = 10.00

As = 2543.40 > 2537.50

OKUse : B = 150.00 cm

b = 40.00 cm

t = 35.00 cm

f = 18.00 mm

n = 10.00 pcs

e. Design of Base Plat :Width of base plat (w) = 40.00 cm

Critical cantilv.length (m) = 5.00 cm

Conc. Bearing stress (fp) = 105.00 kg/cm2

Thickness of base plat (t) = 2.m (fp / fy)^0.5

= 2.09 cm

f. Anker Bolt (6 bolt) :

Geser ijin beton K300 = 6.50 kg/cm2

Jarak baut terjauh dari as = 12.00 cm

jumlah baut angker (n) = 6.00

Gaya akibat Momen (P1) = 5362.50 kg

1 baut memikul (P1 / 2) (tarik) = 2681.25 kg

Gaya akibat Normal (tekan) = 912.67 kg

A 1 baut = 2.25 cm2

f = 1.69 cm

L = 104.10 cm

g. Sloof :

Beban axial sloof = = 1500.00 kg > 10% ax.kolom ? Ok !

Page 7: Perhitungan struktur

Coba penampang sloof = b 15.00 cm

= h 30.00 cm

Cek tekan beton = 3.33 kg/cm2 < 75 kg/cm2 ? Ok !

As min. 1% beton = 4.50 cm2

ambil n besi = 6.00 buah

f besi sloof = 0.98 cm > min 1,2 cm ? No !

f besi begel sloof minimum = 8 mm

h. Strous :Coba n = 2.00 buah

f strous = 30.00 cm

Pmax. = Axial / n + M.X1 / 2.(X1^2+X2^2) = 8912.00 + 0.00

= 8912.00 kg

Kekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cm

Maka kekuatan ijin strous = Keliling x geser cleaf

= 9420.00 kg > P max ? Ok !

14.17

5. Design of Main Foundation Gabungan P-5Data :

Allowable soil strength = 1.00 kg/cm2

fc' = 300.00 kg/cm2

fy = 2400.00 kg/cm2

Concrete mass/vol. = 2.40 ton/m3

Axial load (P)kiri = 43900.00 kg

Moment (M)kiri = 1235.00 kg.m

Axial load (P)kanan = 38250.00 kg

Moment (M)kanan = 1888.00 kg.m

P total = 82150.00 kg

Try width of found. (B) = 200.00 cm Try width of found. (L) = 490.00 cm

Try width of column (b) = 50.00 cm

Try deepth of WF (l) = 40.00 cm

a. Foundation PlanThicknes of found. = 50.00 cm

Weight of foundation = 0.12 kg/cm2

Allowable soil strength net. = 0.88 kg/cm2

Extrem soil stress = P total /A

= 0.84

= 0.84 kg/cm2

Extrem soil stress < Allw. Soil strength nett. ?

= 0.84 < 0.88 ?

...YES

b. 2 way shear Chek Vu = 43900.00 kg

b = 1.00

d = 44.00 cm

bo = 4 x (d + b ) = 376.00 cm

fVc = 0,6 [ 1/6 (1+2/b fc'. bo . D ]

= 2718456.60 N.

= 271845.66 kg.

fVc > Vu ..? = 271845.66 > 43900.00 ..?

YES

c. 1 way shear Chek

fVc = 0,6 [1/6 fc'. B . d ]

= 481995.85 N.

48199.59 kg.

fVc > Vu ..? = 48199.59 > 43900.00 ..?

YES

Page 8: Perhitungan struktur

d. Reinforcement for bending momentMu max. (dari SAP2000) = 24300.00 kg.m

r min. = 1.4/fy = 0.01

Rn = Mu / B.d^2 = 0.63

m = fy / 0.85 fc' = 9.41

1/m = 0.11

(1-2.m.Rn/fy)^0,5 = 0.98

r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5

= 0.0026 < 0.0058 (r min.)

Use = 0.0058

As = r.B.d. = 5133.33 mm2

try f = 20.00 mm

number = 18.00

As = 5652.00 > 5133.33

OKUse : B = 200.00 cm

b = 50.00 cm

t = 50.00 cm

f = 20.00 mm

n = 18.00 pcs

e. Design of Base Plat :Width of base plat (w) = 50.00 cm

Critical cantilv.length (m) = 5.00 cm

Conc. Bearing stress (fp) = 105.00 kg/cm2

Thickness of base plat (t) = 2.m (fp / fy)^0.5

= 2.09 cm

f. Anker Bolt (6 bolt) :

Geser ijin beton K300 = 6.50 kg/cm2

Jarak baut terjauh dari as = 12.00 cm

jumlah baut angker (n) = 6.00

Gaya akibat Momen (P1) = 5145.83 kg

1 baut memikul (P1 / 2) (tarik) = 2572.92 kg

Gaya akibat Normal (tekan) = 7316.67 kg

A 1 baut = 6.18 cm2

f = 2.81 cm

L = 172.68 cm

g. Sloof :

Beban axial sloof = = 4500.00 kg > 10% ax.kolom ? Ok !

Coba penampang sloof = b 15.00 cm

= h 30.00 cm

Cek tekan beton = 10.00 kg/cm2 < 75 kg/cm2 ? Ok !

As min. 1% beton = 4.50 cm2

ambil n besi = 6.00 buah

f besi sloof = 0.98 cm > min 1,2 cm ? No !

f besi begel sloof minimum = 8 mm

h. Strous :Coba n = 5.00 buah

f strous = 55.00 cm

Pmax. = Axial / n + M.X1 / 2.(X1^2+X2^2) = 16430.00 + 0.00

= 16430.00 kg

Kekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cm

Maka kekuatan ijin strous = Keliling x geser cleaf

= 17270.00 kg > P max ? Ok !

Page 9: Perhitungan struktur

KESIMPULAN :

NAMA PONDASIP(kg) M(kg.m) B(cm) t(cm) f (mm) n (pcs) t base plat (cm)n angker (pcs f (cm)

P-1 17500.00 1531.00 170.00 50.00 16.00 20.00 #REF! #REF! #REF!

P-2 26899.00 1961.00 200.00 35.00 18.00 16.00 2.09 6.00 2.35

P-3 4832.00 571.00 120.00 25.00 16.00 8.00 2.09 6.00 1.14

P-4 150.00 35.00 18.00 10.00 2.09 6.00 1.69

P-5 200.00 50.00 20.00 18.00 2.09 6.00 2.81

Page 10: Perhitungan struktur

PERHITUNGAN STRUKTUR BANGUNAN

HOTEL S O N N Y

JL. BRATANG BINANGUN - SURABAYA

Page 11: Perhitungan struktur

C . LAMPIRAN

AGUSTUS 2003

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L (cm) n strous f beton(cm)

#REF! 4.00 50.00

144.60 2.00 50.00

70.43 -

104.10 2.00 30.00

172.68 5.00 55.00

Page 21: Perhitungan struktur

PERHITUNGAN STRUKTUR BANGUNAN

HOTEL S O N N Y

JL. BRATANG BINANGUN - SURABAYA

Page 22: Perhitungan struktur

AGUSTUS 2003


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