Post on 09-Mar-2016
description
1. Diketahui :
C = 4 t/m^2 SF = 327 qa = 32 t/m^21.7 t/m^2 2.6 t/m^2
Diasumsikan: a = 0.6 mb = 0.6 mc = 0.8 md = 0.2 md' = 0.5 m
Penyelesaian :
Df = Dw + z + d'z = Df - (Dw+d')
= 4,5 - ( 3 + 0,5 )= 1
Dimensi pondasi :
qu = qa * SF= 32 * 3 = 96 t/m^2w1 =
= ( 5,5 - 0,5 )* 0,6 * 0,6 * 2,4= 4.32
w2 == ( 0,5 - 0,2 ) * 0,8 * 0,8 * 2,4= 0.4608
w3 == 0,2 * B^2 * 2,4= 0,48 B^2
w4 == 2 * ( 0,5 *( 0,5 - 0,2 ) * ( 0,5 * B - 0,5 * 0,8 ) * B * ( 2,4 - 1)= 0,21 * B^2 - 0,42 * B
= = sat =
( h - d' ) * a * b *beton
( d' - d ) * c * c *beton
d * B * B * beton
2 * ( 0,5 *(d' - d)*( 0,5 *B - 0,5 *c )) * B * '
w5 = = 2 * ( 0,5 * B - 0,5 * 0,6 ) * 3 * B * 1,7= 4,1 *B ^2 - 1,23 * B
w6 == 2 * ( 0,5 * B - 0,5 *0,6 ) * 1 * B * ( 2,6 - 1 )= 0,16 * B^2 - 0,96 * B
w7 == 2 * ( 0,5 * ( 0,5 - 0,2 ) * ( 0,5 * B - 0,5 * 0,8 )) * B * ( 2,6 - 1 )= 0,12 * B^2 - 0,96 * B
w1 + w2 + w3 + w4 + w5 + w6 + w7= 4,32+0,4608+(0,48*B^2)+(0,21*B^2-0,42*B)+(4,1*B^2-1,23*B)+(0,16*B^2-0,96*B)+(0,12*B^2-0,96*B)= 4,728 + 5,07 * B^2 - 3,57 * b
Q = 4,728 + 5,07 * B^2 - 3,57 * b + 605,07 * B^2 - 3,57 * B + 64,728
qu = 96 t/m^2
Q
Mx * xA Iy
96 =5,07 * B^2 - 3,57 * B + 64,728
35 + ( 25 * 5,5 ) * B/2
B^2 1/12 *B * B ^3
96 = 5,07 - 3.57
+64.728
1035
B B^2 B^3x B^3
96*B ^3 =
96*B ^3 - 5,07*B^3 + 3,57*B^2 - 64,728
90,93*B^3 + 3,57*B^2 - 64,728*B
Cara coba-coba :B B^3 B^2 90,93*B^3 + 3,57*B^2 - 64,728*B
2.34127 12.83379 5.48155 1035.000
Sehingga B = 2.34127 2.3 m
B = L = 2.3 2.4 m
2 * ( 0,5 *B - 0,5 * a ) * Dw * B * b
2 * ( 0,5 * B - 0,5 * a ) * z * B * '
2 * ( 0,5 * ( d' - d ) * ( 0,5 * B - 0,5 * c )) * B * '
wtotal =
wtotal + P
max =
max =
5,07*B^3 - 3,57*B^2 + 64,728*B 1035
1035
1035
m
m
2.
Df
M . A . T d
A B
a l b
LDiketahui :
80 ton 2.4 t/m^380 ton 1.75 t/m^34 t/m l = 6 m
35 t/m 2.6 t/m^3M.A.T = 2 m 35 t/m^2
5 m 0.35 m0.4 m 0.35 m0.4 m
Letak resultan kolom :R = P1 + P2
= 80 + 80= 160 TON
Misal : a = 1.5 mb = 3.5 mL = 11 m
P1 * a + P2 * ( a + l ) + M1 + M2 - R * x = 080*1,5 + 80 * ( 1,5 + 6 ) + 40 + 35 - 160 * ro = 0
795 = 160 * xro = 4.96875 m
Diasumsikan tebal pondasi d = 1.4 mBerat tiap luasan pondasi = ( 1,4 * 2,4 ) + (( 5 - 1,4) * 2,4 )
= 12 t/m^2Tekanan tanah izin yang tersedia untuk menahan beban :
qa - berat pondasi - tanah urug= 35 - 12 - (2 * (1,75))+((5-2)*(2,6-1)= 24.3 t/m^2
P1 P2
M1 M2
C1 C2
C1' C2'
P1 = beton =P2 = b =M1 =M2 = sat =
qa =Df = C1' =C1 = C2' =C2 =
= 0
beban =
Luas pondsasi yang diperlukan :
A = =160
= 6.584 t/m^224.3
Lebar pondasi A dan B
A =B + A
* L2
6.584 =B + A
* 112B + A = 1.197 m
Titik berat dari luasan pondasi trapesium dengan kolom yang berjarak x, sehingga diperoleh :
ro =L 2 * A + B 3 A + B
4.96875 =11 A + 1,1973 1.197
4.96875 =11 * A + 13,167
3.5914717.84512 = 11 * A + 13,1674.678118 = 11 * A
A = 0.425283 m
B = ( B + A ) - A= 1,197 - 0,425= 0.772 m
Maka luas dasar pondasi :
A =B + A
* L2
A =0,772 + 0,425
* 112= 6.584362 m^2
Tekanan dasar pondasi :
Q
Mx * xA Iy
1.197
160 * 4,9686.584362 1/12*0,772*11^3
= 0.181794 9.285906
9.468-9.104
Gambar tekanan pada dasar pondasi :
-9.104
-
+
9.468
Pbeban
=
=
max = qaminx = qa
3. Diketahui :
121.7 t/m^3 1.6 t/m^325 273 t/m^2 3.5 t/m^2
1.8 t/m^3 1.6 t/m^328 252.5 t/m^2 4 t/m^2
Koefisien tekanan tanah aktit ( Ka ) :
Ka =
= 0.978
= 0.978
= 0.442
= 0.978
= 0.978
= 0.678
= 0.978
= 0.978
= 0.698
Koefisien tekanan tanah pasif ( Kp ) :
Kp =1
=1
= 1.4330.698
= = = = =C1 = C3 = = = = =C2 = C4 =
cos cos cos^2 - cos^2 cos cos^2 - cos^2
Ka1 = cos 12cos 12 cos^2 12 - cos^2 25cos 12 cos^2 12 - cos^2 25
0,978 0,957 - 0,8210,978 0,957 - 0,821
0,9780,3690,9780,369
Ka2 = cos 12cos 12 cos^2 12 - cos^2 28cos 12 cos^2 12 - cos^2 28
0,978 0,957 - 0,7800,978 0,957 - 0,780
0,9780,1770,9780,177
Ka3 = cos 12cos 12 cos^2 12 - cos^2 27cos 12 cos^2 12 - cos^2 27
0,978 0,957 - 0,7940,978 0,957 - 0,794
0,9780,1630,9780,163
Ka3
SELURUH KONSTRUKSI
a = 10.5 1.7 H1 = 3 c1 = 3b = 7.5 1.8 H2 = 3 c2 = 2.5c = 10 1.6 H3-TEBAL = 1 c3 = 3.5d = 9 1.6 TEBAL = 1 c4 = 4
H5 = tan 12 * d 1.917 vi1 = 25 Ka1 = 0.442q 2.5 vi2 = 15 Ka2 = 0.678
vi3 = 30 Ka3 = 0.698vi4 = 13 Kp = 1.433
PERHITUNGAN AKIBAT MOMEN VERTIKAL ( BEBAN DINDING PENAHAN + TANAH )
No Rumus Lengan Mv
1 ( a + b + c + d ) * tebal * 2,4 88.800 18.500 1642.8002 0,5 * b * ( H1 + H2 + ( H3-tebal ) * 2,4 63.000 0.900 56.7003 c * ( H1 + H2 + ( H3-tebal ) * 2,4 168.000 1.250 210.0004 6.300 0.400 2.5205 0.321 0.086 0.0286 14.665 32.500 476.6147 45.900 28.750 1319.6258 48.600 28.750 1397.2509 5.400 28.750 155.250
440.986 5260.787PERHITUNGAN GAYA HORISONTAL
No RUMUS Pa LENGAN
1 q * Ka1 * ( H1 + H5 ) 6.630 6.485 4.959 32.1562 q * Ka2 * H2 5.085 4.974 6.639 33.0223 q * Ka3 * H3 3.490 3.414 3.500 11.9484 9.083 8.885 6.639 58.9865 27.866 27.257 3.500 95.4016 28.688 28.061 1.000 28.0617 5.492 5.372 3.000 16.1158 11.308 11.061 1.000 11.0619 0.838 0.819 0.667 0.546
10 4.500 4.402 0.667 2.934100.729 290.231
No RUMUS Pp LENGAN
1 0.6 0.587 0.667 0.3912 6.4 6.260 0.667 4.173
6.847 4.565107.577 294.795
1 =2 =3 =4 =
Gaya berat (W)
a * ( H3-tebal ) * (3-1)0,5 * 1,071 * ( H3-tebal ) * ( 3-1 )0,5 * H5 * d * 1d * H1 * 1d * H2 * 2d * ( H3-tebal ) * ( 3-1 )
V = MV =
PaH (Pa*COS12)
MH (PaH*LENGAN)
0,5 * 1 * ( H1 + H5)^2 * Ka11 * ( H1 + H5 )^2 * Ka21 * ( H1 + H5 )^2 * Ka30,5 * 2 * H2^2 * Ka22 * H2^2 * Ka30,5 1 ) * H3^2 * Ka30,5 * air * H3^2
PaH (Pa*COS12)
MH (PaH*LENGAN)
0,5 1 ) * H3^2 * Kp0,5 * air * H3^2
H = MH =
PERHITUNGAN GAYA VERTIKAL
No RUMUS Pa LENGAN
1 q * Ka1 * ( H1 + H5 ) 6.630 1.378 37 51.0032 q * Ka2 * H2 5.085 1.057 37 39.1183 q * Ka3 * H3 3.490 0.726 37 26.8484 9.083 1.889 37 69.8755 27.866 5.794 37 214.3686 28.688 5.965 37 220.6917 5.492 1.142 37 42.2478 11.308 2.351 37 86.9869 0.838 0.174 37 6.443
10 4.500 0.936 37 34.61721.411 792.196
Jumlah MV = 6052.983Jumlah MH = 294.795Jumlah V = 462.397Jumlah H = 107.577
Faktor keamanan trhahadap geser
SFs = = 2.003 Syarat aman SFs > 2 ..OK!
Faktor keamanan terhadap guling
SFo =MV
= 20.533 Syarat aman SFs > 2 ..OK!MH
Faktor keamanan terhadap daya dukung
SF = = 18.9813324
1 +6e
= 24.752B B
1 -6e
= 0.056B B
= 14.959= 469.828
e = ((a+b+c+d)/2) - ((MV-MH)/V) = 6.047
Diamana : 25 e = Tekanan tanah yang terjadiMaka : Nc = 25.1 Daya dukung
Nq = 12.7 B = Lebar dasar dinding penahan9.7
PaV (Pa*Sin12)
MV (PaV*LENGAN)
0,5 * 1 * ( H1 + H5)^2 * Ka11 * ( H1 + H5 )^2 * Ka21 * ( H1 + H5 )^2 * Ka30,5 * 2 * H2^2 * Ka22 * H2^2 * Ka30,5 1 ) * H3^2 * Ka30,5 * air * H3^2
V = MV =
V * tg25H
qultqmax
qmax =V
qmin =V
qrata-rata = (1 * (H1+H5)) + (2 * H2) + ((3-1) * H3)q ult = (c4 * Nc) + (qrata-rata * Nq) +(0,5 * (4 - 1) * (a+b+c+d) * N))
=q ult =
N =
TOE
a = 10.5 1.7 H1 = 3 c1 = 3b = 7.5 1.8 H2 = 3 c2 = 2.5c = 10 1.6 H3-TEBAL 1.3 c3 = 3.5d = 9 1.6 TEBAL = 0.7 c4 = 4
H5 = tan 12 * d 1.917 vi1 = 25 Ka1 = 0.442q 2.5 vi2 = 15 Ka2 = 0.678
vi3 = 30 Ka3 = 0.698vi4 = 13 Kp = 1.433
No Rumus Lengan Mv
1 a * tebal * 2.4 4.410 5.250 23.1534 8.190 5.250 42.998q1 a * 18,370 192.885 5.250 1012.646q2 0,5 * a * 2,497 13.109 3.500 45.882
-193.394 -992.379
PERHITUNGAN GAYA HORISONTAL
No Rumus Pp Lengan MH
Pp1 -0.147 0.667 -0.098Pp2 -0.245 0.667 -0.163
-0.392 -0.261
Jumlah MV = -992.379Jumlah MH = -0.261Jumlah V = -193.394Jumlah H = -0.392
SFs = = 229.902
SFo =MV
= 3797.367MH
SF = = -7.428
1 +6e
= -19.681a a
1 -6e
= -17.156a a= 1.200= 146.195
e = (a/2) - ((MV-MH)/V) = 0.120
Diamana : 25Maka : Nc = 25.1
Nq = 12.79.7
1 =2 =3 =4 =
Gaya berat (W)
a * (h3-tebal) * (3 - 1)
V = MV =
0,5 * (3-1) * TEBAL^2 * 10,5 * air * TEBAL^2
H = MH =
V * tg25H
qultqmax
qmax =V
qmin =V
qrata-rata = (3-1) * H3q ult = (c4 * Nc) + (qrata-rata * Nq) +(0,5 * (4 - 1) * (a* N))
=
N =
STEEM
a = 10.5 1.7 H1 = 3 c1 = 3b = 7.5 1.8 H2 = 3 c2 = 2.5c = 10 1.6 H3-TEBAL 1.3 c3 = 3.5d = 9 1.6 TEBAL = 0.7 c4 = 4
H5 = tan 12 * d 1.917 vi1 = 25 Ka1 = 0.442q 2.5 vi2 = 15 Ka2 = 0.678
vi3 = 30 Ka3 = 0.698vi4 = 13 Kp = 1.433
No Rumus Lengan Mv
2 0,5 b * (H1+H2+(H3-TEBAL)) 27.375 9.000 246.3753 c * ( H1 + H2 + ( H3-tebal ) 73.000 0.900 65.7005 0,5 * 2,1 * (H3-TEBAL) 1.365 1.250 1.706
101.740 313.781PERHITUNGAN GAYA VERTIKAL
No RUMUS Pa LENGAN
1 q * Ka1 * ( H1 + H5 ) 5.433 1.130 0.8 0.9042 q * Ka2 * H2 5.085 1.057 0.8 0.8463 q * Ka3 * (H3-TEBAL) 2.269 0.472 0.8 0.3774 9.083 1.889 0.8 1.5115 27.866 5.794 0.8 4.6356 28.688 5.965 0.8 4.7727 5.492 1.142 0.8 0.9138 11.308 2.351 0.8 1.8819 0.354 0.074 0.8 0.05910 1.369 0.285 0.8 0.228
20.156 16.125
PERHITUNGAN GAYA HORISONTAL
No RUMUS Pa LENGAN
1 q * Ka1 * ( H1 + H5 ) 5.433 5.315 4.959 26.3522 q * Ka2 * H2 5.085 4.974 6.639 33.0223 q * Ka3 * (H3-TEBAL) 2.269 2.219 2.300 5.1044 9.083 8.885 6.639 58.9865 27.866 27.257 3.500 95.4016 28.688 28.061 1.000 28.0617 5.492 5.372 3.000 16.1158 11.308 11.061 1.000 11.0619 0.354 0.346 0.433 0.15010 0.845 0.827 0.433 0.358
94.316 274.609
1 =2 =3 =4 =
Gaya berat (W)
= =
PaV (Pa*Sin12
)
MV (PaV*LEN
GAN)
0,5 * 1 * ( H1 + H5)^2 * Ka11 * ( H1 + H5 )^2 * Ka21 * ( H1 + H5 )^2 * Ka30,5 * 2 * H2^2 * Ka22 * H2^2 * Ka30,5 1 ) * H3^2 * Ka30,5 * air * H3^2
= =
PaH (Pa*COS
12)
MH (PaH*LEN
GAN)
0,5 * 1 * ( H1 + H5)^2 * Ka11 * ( H1 + H5 )^2 * Ka21 * ( H1 + H5 )^2 * Ka30,5 * 2 * H2^2 * Ka22 * H2^2 * Ka30,5 1 ) * (H3-TEBAL)^2 * Ka30,5 * air * (H3-TEBAL)^2
= =
Jumlah MV = 329.906Jumlah MH = 274.609Jumlah V = 121.896Jumlah H = 94.316
SFs = = 0.659
SFo =MV
= 1.201MH
SF = = 13.513
1 +6e
= 26.779b + c b + c
1 -6e
= -12.848b + c b + c
= 14.539= 361.856
e = ((b+c+)/2) - ((MV-MH)/V) = 8.296
Diamana : 27Maka : Nc = 29.961
Nq = 16.61913.699
V * tg27H
qultqmax
qmax =V
qmin =V
qrata-rata = (1 * (H1+H5)) + (2 * H2) + ((3-1) * H3)q ult = (c4 * Nc) + (qrata-rata * Nq) +(0,5 * (4 - 1) * (b+c+) * N))
=
N =
HEEL
a = 10.5 1.7 H1 = 3 c1 = 3b = 7.5 1.8 H2 = 3 c2 = 2.5c = 10 1.6 H3-TEBAL 1.3 c3 = 3.5d = 9 1.6 TEBAL = 0.7 c4 = 4
H5 = tan 12 * d 1.917 vi1 = 25 Ka1 = 0.442q 2.5 vi2 = 15 Ka2 = 0.678
vi3 = 30 Ka3 = 0.698vi4 = 13 Kp = 1.433
No Rumus Lengan Mv
1 d * tebal * 2,4 15.120 18.500 279.7206 14.665 0.900 13.1997 2.550 1.250 3.1888 48.600 0.400 19.4409 7.020 0.086 0.604q3 d * 15,934 143.406 32.500 4660.695q4 0,5 * d * 10,398 46.791 28.750 1345.241
278.152 6322.086PERHITUNGAN GAYA VERTIKAL
No RUMUS Pa LENGAN
3 q * Ka3 * tebal 1.222 0.254 7.300 1.8549 0.103 0.021 7.300 0.15610 0.245 0.051 7.300 0.372
0.326 2.382PERHITUNGAN GAYA HORISONTAL
No RUMUS Pa LENGAN
3 q * Ka3 * tebal 1.222 1.195 2.800 3.3459 0.103 0.100 0.433 0.04310 0.245 0.240 0.433 0.104
1.535 3.493
1 =2 =3 =4 =
Gaya berat (W)
0,5 * H5 * d * 1d * H1 * 1d * H2 * 2d * ( H3-tebal ) * ( 3-1 )
= =
PaH (Pa*SIN12)
Mv (PaH*LENGAN)
0,5 1 ) * tebal^2 * Ka30,5 * air * tebal^2
= =
PaH (Pa*COS12)
MH (PaH*LENGAN)
0,5 1 ) * tebal^2 * Ka30,5 * air * tebal^2
= =
Jumlah MV = 6324.468Jumlah MH = 3.493Jumlah V = 278.478Jumlah H = 1.535
SFs = = 37.154
SFo =MV
= 1810.717MH
SF = = -6.012
1 +6e
= -60.187b + c b + c
1 -6e
= 92.013b + c b + c
= 14.539= 361.856
e = ((b+c+)/2) - ((MV-MH)/V) = -13.948
Diamana : 25Maka : Nc = 25.1
Nq = 12.79.7
V * tg27H
qultqmax
qmax =V
qmin =V
qrata-rata = (1 * (H1+H5)) + (2 * H2) + ((3-1) * H3)q ult = (c4 * Nc) + (qrata-rata * Nq) +(0,5 * (4 - 1) * (b+c+) * N))
=
N =
SELURUH KONSTRUKSI
a = 19 1.7 H1 = 3 c1 = 3b = 16 1.8 H2 = 3 c2 = 2.5c = 16 1.6 H3-TEBAL 1.3 c3 = 3.5d = 15 1.6 TEBAL = 0.7 c4 = 4
H5 = tan 12 * d 0.744 vi1 = 25 Ka1 = 0.442q 2.5 vi2 = 15 Ka2 = 0.678
vi3 = 30 Ka3 = 0.698vi4 = 13 Kp = 1.433
PERHITUNGAN AKIBAT MOMEN VERTIKAL ( BEBAN DINDING PENAHAN + TANAH )
No Rumus Gaya berat (W) Lengan Mv
1 ( a + b + c + d ) * tebal * 2,4 110.880 33.000 3659.0402 0,5 * b * ( H1 + H2 + ( H3-tebal ) * 2,4 140.160 0.900 126.1443 c * ( H1 + H2 + ( H3-tebal ) * 2,4 280.320 1.250 350.4004 14.820 0.400 5.9285 0.819 0.086 0.0706 9.486 57.000 540.7027 76.500 50.750 3882.3758 81.000 50.750 4110.7509 11.700 50.750 593.775
10 PaV1 1.378 37.000 51.00311 PaV2 1.057 37.000 39.11812 PaV3 0.726 37.000 26.84813 PaV4 1.889 37.000 69.87514 PaV5 5.794 37.000 214.36815 PaV6 5.965 37.000 220.69116 PaV7 1.142 37.000 42.24717 PaV8 2.351 37.000 86.98618 PaV9 0.174 37.000 6.443
746.160 14026.763PERHITUNGAN GAYA HORISONTAL
No RUMUS Pa PaH (Pa*COS12) LENGAN
1 q * Ka1 * ( H1 + H5 ) 6.630 6.485 4.959 32.1562 q * Ka2 * H2 5.085 4.974 6.639 33.0223 q * Ka3 * H3 3.490 3.414 3.500 11.9484 9.083 8.885 6.639 58.9865 27.866 27.257 3.500 95.4016 28.688 28.061 1.000 28.0617 5.492 5.372 3.000 16.1158 11.308 11.061 1.000 11.0619 0.838 0.819 0.667 0.546
10 4.500 4.402 0.667 2.934100.729 290.231
PERHITUNGAN GAYA VERTIKAL
No RUMUS Pa PaV (Pa*Sin12) LENGAN
1 q * Ka1 * ( H1 + H5 ) 6.630 1.378 37 51.003
1 =2 =3 =4 =
a * ( H3-tebal ) * (3-1)0,5 * 2,1 * ( H3-tebal ) * ( 3-1 )0,5 * H5 * d * 1d * H1 * 1d * H2 * 2d * ( H3-tebal ) * ( 3-1 )
V = MV =
MH (PaH*LEN
GAN)
0,5 * 1 * ( H1 + H5)^2 * Ka11 * ( H1 + H5 )^2 * Ka21 * ( H1 + H5 )^2 * Ka30,5 * 2 * H2^2 * Ka22 * H2^2 * Ka30,5 1 ) * H3^2 * Ka30,5 * air * H3^2
H = MH =
MV (PaV*LEN
GAN)
2 q * Ka2 * H2 5.085 1.057 37 39.1183 q * Ka3 * H3 3.490 0.726 37 26.8484 9.083 1.889 37 69.8755 27.866 5.794 37 214.3686 28.688 5.965 37 220.6917 5.492 1.142 37 42.2478 11.308 2.351 37 86.9869 0.838 0.174 37 6.443
10 4.500 0.936 37 34.617
Jumlah MV = 14026.763Jumlah MH = 290.231Jumlah V = 746.160Jumlah H = 100.729
Faktor keamanan trhahadap geser
SFs = = 1.578Syarat am SFs > 2 .not OK!
Faktor keamanan terhadap guling
SFo =MV
= 48.330Syarat am SFs > 2 ..OK!
MH
Faktor keamanan terhadap daya dukung
SF = = 5.085478
1 +6e
= 26.301B B
1 -6e
= -3.690B B
= 12.965= 133.753
e = ((a+b+c+d)/2) - ((MV-MH)/V) = 14.590
Diamana : 13Maka : Nc = 11.58
Nq = 3.721.98
0,5 * 1 * ( H1 + H5)^2 * Ka11 * ( H1 + H5 )^2 * Ka21 * ( H1 + H5 )^2 * Ka30,5 * 2 * H2^2 * Ka22 * H2^2 * Ka30,5 1 ) * H3^2 * Ka30,5 * air * H3^2
V * tg12H
qultqmax
qmax =V
qmin =V
qrata-rata = (1 * (H1+H5)) + (2 * H2) + ((3-1) * H3)q ult = (c4 * Nc) + (qrata-rata * Nq) +(0,5 * (4 - 1) * (a+b+c+d) * N))
=
N =
25 9.7
26.25 12.2
26.875 13.45
26.95313 13.6062526.992 13.684
26.99707 13.69414
27.000 13.699
27.002 13.70427.012 13.723
27.03125 13.762527.1875 14.075
27.5 14.7
30 19.7
PONDASI TIANG PANCANG KELOMPOK
Data-data yang diketahui :1. Tanah keras = 7 m2. Muka air tanah = 3 m dari muka tanah3. Data Cone Penetration Test : PK = Pt = 140 kg/cm2
JHL = 780 kg/cm24. Data laboratorium : C = 4 kg/cm2
30 1.75 kg/cm22.6 kg/cm2
5. Beban yang bekerja : Momen = 60 TmG. V = 75 TonG. H = 25 Ton
Penyelesaian :
Diasumsi :Diameter tiang = 0.3 mJumlah tiang = 9 buah
YMx dan My
25 T0,5 m
Y
X7 m
Y0,3 m
X X
X = 1 mY = 1 md = 0.3 m
=sub =sat =
V
BEBAN YANG BEKERJA PADA TIAP-TIAP TIANG
n = 9Pv = 75 TonMx = 60 Tm
6 * 1 ^2 = 66 *1 ^2 = 6
Pv=
75= 8.333 Tonn 9
No X (m) Y (m) X^2 Y^2 My*X Mx*YMy*X Mx*Y
P = (Pv/n)+8+9
1 2 3 4 5 6 7 8 9 10
P1 -1 1 1 1 0 60 0 12.346 20.679P2 0 1 0 1 0 60 0 12.346 20.679P3 1 1 1 1 0 60 0 12.346 20.679P4 -1 0 1 0 0 0 0 0 8.333P5 0 0 0 0 0 0 0 0 8.333P6 1 0 1 0 0 0 0 0 8.333P7 -1 -1 1 1 0 -60 0 -12.346 -4.012P8 0 -1 0 1 0 -60 0 -12.346 -4.012P9 1 -1 1 1 0 -60 0 -12.346 -4.012
Pmax 1 1 1 1 0 60 0 12.346 20.679
Tulangan : 25 = 2.5 cmTegangan yang dianjurkan pada :
50 kg/cm^21200 kg/cm^2
x^2 =y^2 =
x^2 y^2
8
Beton =Baja =
DAYA DUKUNG TIANG INDIVIDU
A. Beradasarkan kekuatan bahanFb + Fy
== (1/4 * 3,14 * 30^2) + {15 * ( 8 * 1/4 * 2,5^2 )}= 894 cm^2
= 50 * 894= 44700 kg= 44.7 Ton
B. Berdasarkan kekuatan tanah
+O * C
3 5Dimana :
1/4 * 3,14 * 30^2= 706.5
= 2 * 3,14 * 15= 94.2
706,5*140+
94,2 * 7803 5
= 47665.2 kg= 47.6652 Ton
Jadi daya dukung tiang individu ( Qsp ) = 44.7 Ton
Atiang =(1/4 * * d^2 ) + {15 * ( 8 * 1/4 * * dtul^2 )}
Ptiang = beton * Atiang
Qtiang =Atiang * Pt
Atiang =
Kelltiang (O)= 2 * * r
Qtiang =
DAYA DUKUNG TIANG KELOMPOK
=
= 0.667
Daya dukung tiap tiang = 0,667 * Qsp= 0,667 * 44,7= 29.815
Daya dukung kelompok = 9 * 29,815= 268.334
Kontrol : Pmax < Qsp'20.67901 < 29.815 ..OK!
2148' 5''
Eff = 1 90 {( n 1 ) m + ( m 1 ) nm n }
= arc tg DS= arc tg 40
100
21o 48 ' 5 } over { 90 } } ` left lbrace { { \( `3` - `1` \) `*`3`+` \( `3` - `1` \) `*`3} over {3``*`3} } right rbrace } {}
Eff = 1
KEMAMPUAN TIANG MENAHAN BEBAN HORISONTAL
Diketahui : e = 0.5 tinggi dari muka tanah sampai titik yang diberi beban horisontalL = Kedalaman pondasiB = Tebal pondasi
Ca = Kohesi kedalaman, misal = 3
22.56
Hu > 10 t ..OK!Jadi tiang aman menahan gaya horisontal sebesar = 10 ton
LB=
70 .4
= 17 .5
eB=
0 .50 .4
= 1.25
HuCuB2
= 47 (dari grafik halaman III 6 )
Hu3 0 .42
= 47
Hu= 22 . 56 ton
PENURUNAN YANG TERJADI
Tanah dibagi menjadi 6 bagian, dengan lapisan 1 - 5 masing-masing = 1 m dan lapisan 6 = 2 m
Diketahui :
11.75 kg/cm22.6 kg/cm2
20.75
37 m
4
5
6
Po' pada tiap-tiap lapisan :
Lapisan 1Po' = 1,75 * 50
= 87.5 kg/cm
Lapisan 2Po' = 87,5 + ( 1,75 * 100 )
= 262.5 kg/cm
Lapisan 3Po' = 262,5 + ( 1,75 * 100 )
= 437.5 kg/cm
Lapisan 4Po' = 437,5 + ( 1,75 * 50 ) + (( 2,6 - 1 ) * 50 )
= 605 kg/cm
Lapisan 5Po' = 605 + (( 2,6 - 1 ) * 100 )
= 765
Lapisan 6Po' = 852,5 + (( 2,6 - 1 ) * 150 )
= 1005 kg/cm
sub =sat =
eo =
Akibat beban vertika = 75 ton maka dibuat beban merata
q =75
=75000
= 1.875 kg/cm22 * 2 200 * 200
Lapisan 1B = 200 cm
m =200
= 4L = 200 cm 50Z = 50 cm
n =200
= 450Maka didapat nilai :
I = 0.250,25 * 3,75
= 0.9375 kg/cm2
Lapisan 2B = 200 cm
m =200
= 1.333L = 200 cm 150Z = 150 cm
n =200
= 1.333150Maka didapat nilai :
I = 0.220,22 * 3,75
= 0.825 kg/cm2
Lapisan 3B = 200 cm
m =200
= 0.800L = 200 cm 250Z = 250 cm
n =200
= 0.800250Maka didapat nilai :
I = 0.180,18 * 3,75
= 0.675 kg/cm2
Lapisan 4B = 200 cm
m =200
= 0.571L = 200 cm 350Z = 350 cm
n =200
= 0.571350Maka didapat nilai :
I = 0.140,14 * 3,75
= 0.525 kg/cm2
Lapisan 5B = 200 cm
m =200
= 0.444L = 200 cm 450Z = 450 cm
n =200
= 0.444450Maka didapat nilai :
I = 0.120,12 * 3,75
= 0.45 kg/cm2
Mencari P untuk masing-masing lapisan, halaman 14 buku mektan II
P =
P =
P =
P =
P =
Lapisan 6B = 200 cm
m =200
= 0.364L = 200 cm 550Z = 550 cm
n =200
= 0.364550Maka didapat nilai :
I = 0.090,09 * 3,75
= 0.3375 kg/cm2Penurunan yang terjadi :
Si = qn * ( 2B )* * Ip
qn = Berat total = Gaya vertikal + ( BS tiang * jumlah tiang ) + berat poer
BS tiang :Luas Penampang tiang = 1/4 * 3,14 * 40^2
= 1256 cm2= 0.1256 m2
BS tiang = 6*0,1256*2,4= 1.80864 ton
Berat poer = 0,5 * 2,8 * 2,8 * 2,4= 9.408
qn = 150 + ( 1,80864 * 9 ) + 9,408= 175.68576
I = Faktor pengaruh
Modulus deformasi menurut Butter400 * C C = 4
= 400 * 4 = 1600
Jadi penurunan yang terjadi
C1 = 0,5 = tanah tliatIp = Bujur sangkar = 0,82
0.5
P =
I - ^2 E
E =E =
Tanah liat =
I = (1 L8 Bq ) 0,5 Bq= Lebar poer = 2 .8I = (1 782 . 8 ) 0,5 L = Pangjang tiang pancangI = 0,688 0,5 . . .. . . .. . . . OK !
Si = qn 2 B I 2
E Ip
Si = 175 ,737( 22,8 ) 0 . 688 0 .52
1600 0. 82
Si = 0 . 221 cm 10 cm . .. . . .. . . .. . OK !
Sc = Cc H1 + eo
Log Po + PPo
Pada halaman VII 12 buku pondasi , harg aCc :Cc = 0 . 208 eo + 0 . 0083Cc = 0 . 208 0 .75 + 0 . 0083Cc = 0 . 164
Diketahui :0.75
Cc = 0.164
Lapisan Sc
1 100 87.5 0.9375 0.043372 100 262.5 0.825 0.012773 100 437.5 0.675 0.006274 100 605 0.525 0.003535 100 765 0.45 0.002396 100 1005 0.3375 0.00137
Jumlah penurunan = 0.06971
Jadi Stotal = Si + Sc= 0,221 + 0,6971= 0.29071 cm
eo =
H ( cm )
Po' ( kg/cm )
P ( kg/cm )
Sc = Cc H1 + eo
Log Po + PPo
Pada halaman VII 12 buku pondasi , harg aCc :Cc = 0 . 208 eo + 0 . 0083Cc = 0 . 208 0 .75 + 0 . 0083Cc = 0 . 164
POND. TELAPAKPOND. GABUNGANDD. PENAHANSELURUH KONStoeSTEEMHEELGAMBARSheet1TIANG PANCANGDAYA DUKUNG TIANG INDIVIDUDAYA DUKUNG TIANG KELOMPOKBEBAN HORISONTALPENURUNAN