![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 Plan
Thicknes 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 moment
Mu = 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](https://image.slidesharecdn.com/perhitunganstruktur-161112072920/85/perhitungan-struktur-1-320.jpg)
![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 Plan
Thicknes 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 ]](data:image/gif;base64,R0lGODlhAQABAIAAAAAAAP///yH5BAEAAAAALAAAAAABAAEAAAIBRAA7)
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- 1. 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 Plan Thicknes 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 moment Mu = 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
- 2. 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 Plan Thicknes 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 ]
- 3. = 317679.08 N. 31767.91 kg. fVc > Vu ..? = 31767.91 > 26899.00 ..? YES d. Reinforcement for bending moment Mu = 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 OK Use : 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 !
- 4. 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 Plan Thicknes 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 moment Mu = 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
- 5. 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 Plan Thicknes 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
- 6. 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 moment Mu 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 OK Use : 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 !
- 7. 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-5 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 = 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 Plan Thicknes 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
- 8. d. Reinforcement for bending moment Mu 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 OK Use : 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 !
- 9. 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
- 10. PERHITUNGAN STRUKTUR BANGUNA HOTEL S O N N Y JL. BRATANG BINANGUN - SURABAYA
- 11. C . LAMPIRAN AGUSTUS 2003
- 20. 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
- 21. GAN STRUKTUR BANGUNAN TEL S O N N Y ATANG BINANGUN - SURABAYA
- 22. AGUSTUS 2003