weir design
DESCRIPTION
desainbendungTRANSCRIPT
Supplement-Report No.2
Review-Design Karaopa
DAFTAR ISINota Desain Bendung
Halaman
A. Bangunan Utama Bendung
A.1 Perencanaan Hidrolis 11 Debit Banjir Rencana dan Muka Air Sungai 12 Data Bendung 13 Lebar Efektif Bendung 14 Elevasi Dinding Bendung 25 Kontrol terhadap Q1000 26 Kolam Olak Tipe MDO 37 Kontrol terhadap Q2 38 Kurva Pengempangan 4
A.2 Perencanaan Struktur 52.1 Syarat Keamanan ( KP-06) 5
a. Keamanan terhadap Daya dukung tanah 5b. Keamanan terhadap Guling 5c. Keamanan terhadap Geser 5
2.2 Keamanan Terhadap Rembesan 6a. Kondisi Normal 6b. Kondisi Banjir Rencana 7
B. Bangunan Pengambilan dan Kantong Lumpur
B.1 Bangunan Pengambilan 19
B.2 Kantong Lumpur 19
C Dinding Pangkal Bendung 23
D Tanggul Penutup & Tanggul Banjir 47
Perencanaan Elevasi Mercu Bendung
1 Elevasi sawah yang akan diairi +2 Kedalaman air di sawah3 Kehilangan tinggi energi di saluran dan boks tersier4 Kehilangan tinggi energi di bangunan sadap tersier5 Variasi muka air untuk eksploitasi di jaringan primer6 Panjang dan kemiringan saluran primer7 Kehilangan tinggi energi pada bangunan ukur di jaringan primer
Elevasi muka air yang diperlukan (eksploitasi normal) +Kehilangan tinggi energi di pintu pengambilan saluranPanjang dan kemiringan kantong lumpurKehilangan tinggi di pintu pengambilan utamaTinggi cadangan untuk mercu
+ELEVASI RENCANA MERCU BENDUNG +
94.700.150.150.200.200.140.45
95.990.150.060.150.15
96.5096.50
DISIMP Gorontalo
document.xls-04/09/2023 - 4 -
A. Bangunan Utama Bendung
A.1 Perencanaan Hidrolis
1 Debit Banjir Rencana dan Muka Air Sungai
= 150 H = 4.08 m + 96.08 m
= 104 H = 3.32 m + 95.32 m
= 78 H = 2.82 m + 94.82 m
= 50 H = 2.18 m + 94.18 m
= 32 H = 1.68 m + 93.68 m
2 Data Bendung
Elevasi mercu = 96.50 mTinggi bendung = 3.00 mElevasi lantai apron = 93.50 mLebar bendung ( Bt ) = 15.00 mLebar total pilar ( Bp ) = 1 x 0.80 = 0.80 mLebar total mercu ( B ) = Bt - Bp = 14.20 m
3 Lebar Efektif Bendung
Be = ( 1 )
n : jumlah pilar = 1Kp : koef. Konstraksi pilar = 0.01 (ujung pilar bulat)Ka : koef. Konstraksi pangkal bendung = 0.15 (tembok hulu miring)
: tinggi energi hulu, m
: tinggi energi hilir = 95.32 - 96.50 = -1.18 m
Taksiran : Koef. debit ( Cd ) = 1.148 (coba-coba-1)Be = 13.39 m (coba-coba-2)
Q = ( 2 )
= 2.53 m (H1 awal dari harga coba-coba Cd dan Be)
Be = 13.39 m ( 1 ) = 0.000 m < 0.005 (kontrol H1 hitung)
= 2.53 m ( 2 ) (H1 hitung dari harga hitung Cd dan Be)
= -0.47 ---> f = 0.98 ( Tabel Koef. Debit, KP.02 halaman 46 )
Q1000 m3/detik ,
Q100 m3/detik ,
Q25 m3/detik ,
Q5 m3/detik ,
Q2 m3/detik ,
B - 2 ( n Kp + Ka ) H1
H1
H2
1,71 f .Cd . Be. H11,5
H1
D H1
H1
H2/H1
DISIMP Gorontalo
document.xls-04/09/2023 - 5 -
Tabel Koefisien Debit ( Cd )
Co C1 C2 f1 0.667 0.333
0.50 1.05 0.00 0.65 0.1 11.00 1.17 0.25 0.86 1.030 1.025 1.008 0.2 0.992.00 1.33 0.50 0.93 1.012 1.017 1.005 0.3 0.983.00 1.41 0.75 0.95 1.004 1.010 1.004 0.4 0.974.00 1.46 1.00 0.97 0.998 1.006 1.002 0.5 0.955.00 1.47 1.50 0.99 0.993 1.000 1.000 0.6 0.92
r = 2.00 m ----> = 1.27 --->Co = 1.21
p = 1.50 m ----> = 0.59 --->C1 = 0.94Kemiringan mercu = 1.00 --->C2 = 1.01
Cd = Co.C1.C2 = 1.147 ~ = 0.001 < 0.001 (kontrol Cd hitung)
Debit per satuan lebar = 7.77
4 Elevasi Dinding Bendung
Ho = 2.35 m ~ tinggi muka air di atas mercu
Vo = Q / (Btx( p+Ho)) = 1.80 m/detik
= = 2.52 ~ = 0.015 m < 0.005
Muka air banjir hulu = 96.50 + 2.35 = 98.85 meter
Elevasi Dinding Bendung = 100.50 meterW = 1.65 meter > 1.50
Muka air banjir hilir = 95.32 meterElevasi Dinding Bendung = 96.32 meter
W = 1.00 meter > 1.00
5 :
= 3.23 m Ho = 2.98 mVo = 2.23 m/detik
= 3.23 m
Hulu : = 99.48 m ---> w = 1.02 meter
Hilir : = 96.08 m ---> w = 0.24 meter
H1/r p/H1 H2/H1
H1/r
p/H1
D Cd
m3/detik/meter
H1 Ho + Vo2 /2g D H1
Kontrol terhadap Q1000
H1
H1
MAB1000
MAB1000
DISIMP Gorontalo
document.xls-04/09/2023 - 6 -
6 Kolam Olak Tipe MDO
Muka air banjir hilir = 95.32 mDegradasi = 1.00 m
94.32 m
q = 7.77z = 4.53 m
= 0.26 ----> = 3.32 m
Grafik : = 1.30D = 4.32 m
Elevasi minimum dasar kolam = 90.00 ----> 90.00 m
Ds = 6.50 mGrafik : L/Ds = 1.30
L = 8.45 ----> 9.00 m
Grafik : a/D = 0.20
= 0.86 ----> 1.00 m
7
Q = 32 m3/detik ,
q = 2.39z = 4.97 m
= 0.07 ----> = 1.68 m
Grafik : = 1.50D = 2.51 m
Elevasi dasar kolam = 93.99 > 90.00 okDs = 2.51 m
Grafik : L/Ds = 1.40L = 3.52 < 9.00 ok
Grafik : a/D = 0.20a = 0.50 < 1.00 ok
m3/detik/meter
q / ( g z3 )0.5 D2
D/D2
amin
Kontrol terhadap Q2
m3/detik/meter
q / ( g z3 )0.5 D2
D/D2
3gz
q
HIDROLIKA - DPMAL / Ds , D/ D2 dan a / D
Endsill Bergigi Ompong
Riprap
Bn
Bp
a
2a
Z
L
D2
m.a
Grafik Stilling Basin Gigi Ompong Tipe MDO
D/D2
L/Ds
a/D
Ds
40 a 50 m
3.002.001.00
0
0
3.00
2.00
1.00
0.80
0.60
0.40
0.20
DISIMP Gorontalo
document.xls-04/09/2023 - 7 -
7 Kurva Pengempangan
zx
h97.55
93.50 a
L
a : kedalaman air tanpa bendung, mh : tinggi muka air di matas mercu, mL : jangkauan pengempangan, mz : kenaikan muka air akibat pembendungan pasda jarak x dari bendung, mi : kemiringan dasar sungai = 0.0015
z =h/a > 1 : L = 2h / ih/a < 1 : L = ( a + h ) / i
H h a L x z EL.X Tanggul Jagaan
= 150 4.08 2.98 4.08 4,709 2700 0.54 102.18 101.00 -1.18
= 104 3.32 2.35 3.32 3,782 2700 0.19 101.07 101.00 -0.07
= 78 2.82 3.03 2.82 4,040 2700 0.33 100.70 101.00 0.30
= 50 2.18 2.49 2.18 3,319 2700 0.09 99.81 101.00 1.19
= 32 1.68 2.07 1.68 2,765 2700 0.00 99.23 101.00 1.77
h ( 1 - x / L)2
Q1000
Q100
Q25
Q5
Q2
DISIMP Gorontalo
B. Intake dan Kantong Lumpur
B.1 Areal : 375 Ha
1 Intake Kiri
Qn = 375 x 1.975 = 741 L/detikQd = 120% x 0.741 = 0.89 m3/detik + 96.35 96.25
Elevasi mercu bendung = 96.50 m + 95.25 0.95 mz = 0.15 m
Elevasi muka air hulu intake = 96.35 m pintu intake : 1.00
= 0.10 m b
v = 0.75 = 1.05 m/detikElevasi muka air hilir intake = 96.25 mElevasi ambang intake = 95.25 mTinggi bukaan ( a ) = 96.25 - 95.25 - 0.05 = 0.95 m 0.70 Tinggi pintu ( H ) = 96.35 - 95.25 = 1.20 mLebar pintu = Qd / v /a = 0.89 m
1 x 1.00 = 1.00 mElevasi Dinding = 100.50 m H' = 6.15 m
2 Kantong Lumpur Kiri
Kadar lumpur diandaikan = 0.05%Periode pengurasan = 7 hariVolume lumpur = 0.05% x 24x3600 x 7 x 0.741 = 224 m3
Dimensi Saluran
L .B = Qn / w L = panjang kantong lumpur,m= 185 m2 B = lebar rata-rata,m
L = 160 m Qn = debit normal, m3/detikB = 1.95 m w = kecepatan endap partike= 0.004 m/detikL/B = 82 > 8Vn = 0.40 m/detikhn = 0.95 mm = 1b = B - m . hn = 1.00 mA = ( b + m.hn ) hn = 1.85 m2
p = = 3.69 mR = A / p = 0.50 mk = 45
In = = 0.00020
Saluran Penguras
Vs = 1.75 m/detikhs = Qd / b / Vs = 0.51 mAs = b . hs = 0.51 m2p = b + 2.hs = 2.02 mR = As / p = 0.25 mk = 40
Is = = 0.012
Fr = = 0.78 < 1 Sub kritis
Volume = = 233 m3
zpintu
(2g.z)0.5
b + 2.hn ( 1+m2)0.5
( Qn / k / A / R0.667 )2
( Qd / k / As / R0.667 )2
Vs / ( g . hs )0.5
b.hs.L + 0.5 b. ( Is - In ) L2 D
DISIMP Gorontalo
3 Bangunan Penguras dan Pengambilan Kiri
a Pintu Penguras Kiri
EL . Dasar hilir = 95.25 - L.Is -hs = 92.82 mEL . Muka air = 92.82 + hs = 93.32 mLebar pintu ( bp ) = 1 x 1.00 = 1.00 m
hf = As / bp = 0.51 mEL . dasar pintu = 93.32 - 0.51 = 92.82 ~ 92.80 mTinggi pintu = 95.25 - 92.80 + 0.10 = 2.55 mElevasi Dinding = 96.32 m -------> H' = 4.42
Saluran Penguras HilirL = 100.00 m
Lebar pilar = 0.80 x 0 = 0.00 mLebar saluran = 0.00 + 1.00 = 1.00 m
m = 1k = 40v = 1.5A = 0.59 m2h = 0.42 m --> A = 0.60 0k
EL dasar hulu = 92.80 + 2/3 hf - h = 92.72 m
p = = 2.19R = A/p = 0.27
I = = 0.0080
EL. dasar hilir = 92.72 - 0.80 = 91.92 > 93.00 ?EL. Muka air hilir = 91.92 + 0.42 = 92.34 mMax.Muka air sungai = 92.34 - h/3 = 92.20 m
b Pintu Pengambilan Kiri
EL. Muka air hulu = 96.25 - L . In = 96.22 m
= 0.15 m ----> v = 1.37 m/detEL. Muka air hilir bangunan ( Hulu Saluran Induk ) = 96.07 m
d = 0.19 mEL. Ambang Pintu = 95.46 m
h = 0.68 mb = 0.95 m
bpintu = 1 x 1.00 = 1.00 mH = 0.81 ~ 1.00 m
Elevasi Dinding = 96.32 m H' 1.76 m
c Alat Ukur : Ambang Lebar
b = 1.00 m
Q = Cd = 0.93 + 0.1 H1 / L = 0.98Cv = 1.1L = 1.00 m > 1.75 H1
Elevasi Ambang = 95.66 m
Q H1 h Elevasi Muka Air H2 H2/H1< 0.79
Hulu Hilir-max
100% 0.741 0.54 0.50 96.20 96.03 0.38 0.6970% 0.518 0.43 0.39 96.09 95.92 0.27 0.6250% 0.370 0.34 0.07 96.00 95.92 0.27 0.78
D
D
b + 2.h ( 1+m2)0.5
( Qd / k / A / R0.667 )2
zpintu
Cd Cv 1.71 b H11.5
DISIMP Gorontalo
document.xls-04/09/2023 - 7 -
2 Struktur
2.1 Syarat Keamanan ( KP-06)
a. Keamanan terhadap Daya dukung tanah
N-SPT = 50qu = N/8 = 6.25 kg/cm2qa = qu/3 = 20.83 ton/m2
No Kondisi Pembebanan Kenaikan qa ( t/m2)Tegangan Izin
1 Normal 0% 20.832 Normal + Gempa 20% 25.003 Banjir Rencana 20% 25.004 Banjir Rencana + Gempa 50% 31.255 Banjir Rencana + Beban Sementara 30% 27.08
( Periode pelaksanaan )
b. Keamanan terhadap Guling
No Kondisi Pembebanan Fg = Mt / Mg Eksentrisitas
1 Normal 1.5 0% L/62 Normal + Gempa 1.3 20% L/53 Banjir Rencana 1.3 20% L/54 Banjir Rencana + Gempa 1.1 50% L/45 Banjir Rencana + Beban Sementara 1.2 30% L/4,6
( Periode pelaksanaan )
c. Keamanan terhadap Geser
No Kondisi Pembebanan Fs = fxV / H
1 Normal 1.52 Normal + Gempa 1.33 Banjir Rencana 1.34 Banjir Rencana + Gempa 1.15 Banjir Rencana + Beban Sementara 1.2
( Periode pelaksanaan )
DISIMP Gorontalo
document.xls-04/09/2023 - 6 -
2.2. Keamanan Terhadap Rembesan
a. Kondisi Normal
Muka air hulu = 96.50 m
Muka air hilir = 91.00 m Dinding halang : jarak = 3.00 m
kedalaman = 1.10 mHw = 5.50 m Cw = 6.63
Titik Koordinat Jalur Losses Tekananx y V H H/3 lw H
(m) (m) (m) (m) (m) (m) (m) (m) (m)
a 0.00 93.50 0 0.00 3.00 3.00a-b 11.00 15.00 5.00
b 0.00 92.50 16.00 2.41 4.00 1.59b-c 2.00
c 0.00 90.50 18.00 2.72 6.00 3.28c-d 0.00 2.00 0.67
d 2.00 90.50 18.67 2.82 6.00 3.18d-e 1.00 1.00 0.33
e 3.00 91.50 20.00 3.02 5.00 1.98e-f 0.00 1.75 0.58
f 4.75 91.50 20.58 3.11 5.00 1.89f-g 0.00 0.00 0.00
g 4.75 91.50 20.58 3.11 5.00 1.89g-h 0.00 0.00 0.00
h 4.75 91.50 20.58 3.11 5.00 1.89h-i 2.00 2.00 0.67
i 6.75 89.50 23.25 3.51 7.00 3.49i-j 0.00 1.50 0.50
j 8.25 89.50 23.75 3.58 7.00 3.42j-k 2.05 2.50 0.83
k 10.75 87.45 26.63 4.02 9.05 5.03k-l 0.00 2.50 0.83
L 13.25 87.45 27.47 4.14 9.05 4.91l-L1 0.00 0.00 0.00
L1 13.25 87.45 27.47 4.14 9.05 4.91L1-m 0.60 5.00 1.67
m 18.25 88.05 29.73 4.49 8.45 3.96m-n 1.55 1.00 0.33
n 19.25 86.50 31.62 4.77 10.00 5.23n-o 1.00 0.33
o 20.25 86.50 31.95 4.82 10.00 5.18o-p 4.50
p 20.25 91.00 36.45 5.50 5.50 0.00
24.70 35.25 59.95
Angka RembesanLane's : Cw = 31.95 / 5.50 = 5.81 > 5.5 OKBligh's : Cb = 59.95 / 5.50 = 10.90 > 10.5 OK
Dh=lw/Cw H-Dh
DISIMP Gorontalo
document.xls-04/09/2023 - 6 -
b. Kondisi Banjir Rencana
Muka air hulu = 98.85 m
Muka air hilir = 94.32 m
Hw = 4.53 m Cw = 7.55
TitikKoordinat Jalur Losses TekananV H H/3 lw H
x y (m) (m) (m) (m) (m) (m) (m)
a 0.00 93.50 0 0.00 5.35 5.35a-b 11.00 15.00 5.00
b 0.00 92.50 16.00 2.12 6.35 4.23b-c 2.00 0.00 0.00
c 0.00 90.50 18.00 2.38 8.35 5.97c-d 0.00 2.00 0.67
d 2.00 90.50 18.67 2.47 8.35 5.88d-e 1.00 1.00 0.33
e 3.00 91.50 20.00 2.65 7.35 4.70e-f 0.00 1.75 0.58
f 4.75 91.50 20.58 2.73 7.35 4.62f-g 0.00 0.00 0.00
g 4.75 91.50 20.58 2.73 7.35 4.62g-h 0.00 0.00 0.00
h 4.75 91.50 20.58 2.73 7.35 4.62h-i 2.00 2.00 0.67
i 6.75 89.50 23.25 3.08 9.35 6.27i-j 0.00 1.50 0.50
j 8.25 89.50 23.75 3.15 9.35 6.20j-k 2.05 2.50 0.83
k 10.75 87.45 26.63 3.53 11.40 7.87k-l 0.00 2.50 0.83
L 13.25 87.45 27.47 3.64 11.40 7.76l-m 0.00 0.00 0.00
m 18.25 88.05 27.47 3.64 10.80 7.16m-n 1.55 1.00 0.33
n 19.25 86.50 29.35 3.89 12.35 8.46n-o 1.00 0.33
o 20.25 86.50 29.68 3.93 12.35 8.42o-p 4.50 0.00
p 20.25 91.00 34.18 4.53 7.85 3.32
24.10 30.25 54.35
Angka RembesanLane's : Cw = 29.68 / 4.53 = 6.56 > 5.5 OKBligh's : Cb = 54.35 / 4.53 = 12.01 > 10.5 OK
Kontrol Banjir Q1000
Dh=lw/Cw H-Dh
DISIMP Gorontalo
document.xls-04/09/2023 - 6 -
Muka air hulu = 99.48 m
Muka air hilir = 95.08 m
Hw = 4.40 m Cw = 7.78
TitikKoordinat Jalur Losses TekananV H H/3 lw H
x y (m) (m) (m) (m) (m) (m) (m)
a 0.00 93.50 0 0.00 5.98 5.980.00 0.00 a-b 11.00 15.00 5.00
b 0.00 92.50 16.00 2.06 6.98 4.920.00 0.00 b-c 2.00 0.00 0.00
c 0.00 90.50 18.00 2.31 8.98 6.670.00 0.00 c-d 0.00 2.00 0.67
d 2.00 90.50 18.67 2.40 8.98 6.580.00 0.00 d-e 1.00 1.00 0.33
e 3.00 91.50 20.00 2.57 7.98 5.410.00 0.00 e-f 0.00 1.75 0.58
f 4.75 91.50 20.58 2.65 7.98 5.330.00 0.00 f-g 0.00 0.00 0.00
g 4.75 91.50 20.58 2.65 7.98 5.330.00 0.00 g-h 0.00 0.00 0.00
h 4.75 91.50 20.58 2.65 7.98 5.330.00 0.00 h-i 2.00 2.00 0.67
i 6.75 89.50 23.25 2.99 9.98 6.990.00 0.00 i-j 0.00 1.50 0.50
j 8.25 89.50 23.75 3.05 9.98 6.930.00 0.00 j-k 2.05 2.50 0.83
k 10.75 87.45 26.63 3.43 12.03 8.600.00 0.00 k-l 0.00 2.50 0.83
L 13.25 87.45 27.47 3.53 12.03 8.500.00 0.00 l-m 0.00 0.00 0.00
m 18.25 88.05 27.47 3.53 11.43 7.900.00 0.00 m-n 1.55 1.00 0.33
n 19.25 86.50 29.35 3.77 12.98 9.210.00 0.00 n-o 0.00 1.00 0.33
o 20.25 86.50 29.68 3.82 12.98 9.160.00 0.00 o-p 4.50 0.00 0.00
p 20.25 91.00 34.18 4.40 8.48 4.08
24.10 30.25 54.35
Angka RembesanLane's : Cw = 29.68 / 4.40 = 6.75 > 5.5 OKBligh's : Cb = 54.35 / 4.40 = 12.36 > 10.5 OK
Dh=lw/Cw H-Dh
DISIMP Gorontalo
document.xls-04/09/2023 - 6 -
A. Grafik Tekanan Uplift Bendung (Kondisi Muka Air Normal)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 3672.00
74.00
76.00
78.00
80.00
82.00
84.00
86.00
88.00
90.00
92.00
94.00
96.00
98.00
DISIMP Gorontalo
document.xls-04/09/2023 - 11 -
A.3 Stabilitas Bendung
Konstruksi : Beton SiklopElevasi mercu bendung : 96.50 m
Muka air banjir hulu : 98.85 m
( degradasi : 1.00 meter ) hilir : 94.32 m
Lebar Bendung = 15.00 meterTinggi Bendung = 3.00 meterTubuh Bendung = 11.25 meter
Panjang Bendung = 20.25 meter
Lantai Hulu = 15.00 m ~ Elevasi : 93.50 mKolam Olakan = 9.00 m ~ Elevasi : 90.00 m
Faktor Aman Kondisi Pembebanan
Normal Gempa
1 Guling 2.57 2.04 1.57( emax / e ) 2.36 1.42 1.08
2 Penurunan 2.06 1.60 2.05
3 Geser 2.77 1.61 1.40
4 Rembesan 5.81 > 5.50 6.56
10.90 > 10.50 12.01
Koefisien Gempa = 0.15
Parameter Tanah Pondasi f = 26.5
g = 1.65 ton/m3
N-SPT = 50
k = cm/detik
Tebal Lantai hulu = 0.40 m Koperan : d = 1.10 m
L = 3.00 m
Volume = 1,183 m3
Q100
Clane's
CBligh's
Kh
10-3 ~ 10-5
0 5 10 15 20 2580
82
84
86
88
90
92
94
96
98
100
DISIMP Gorontalo
document.xls-04/09/2023 - 11 -
1 Gaya dan Momen
a. Berat Bendung dan Gaya Akibat Gempa ( Kh = 0.150 )
Pias UraianGaya (ton) Lengan (m) Momen (ton.m)
V H x y V H
G 1 0.5 x 3.00 x 3.00 x 2.30 -10.4 1.6 10.7 7.0 -110.7 10.9
G 2 1.20 x 3.00 x 2.30 -8.3 1.2 9.1 7.5 -75.3 9.4G 3 0.5 x 3.00 x 3.00 x 2.30 -10.4 1.6 7.5 7.0 -77.6 10.9
G 4 2.00 x 3.00 x 2.30 -13.8 2.1 12.3 4.5 -169.0 9.4
G 5 1.00 x 2.00 x 2.30 -4.6 0.7 10.8 5.0 -49.4 3.5
0.5 x 1.00 x 1.00 x 2.30 -1.2 0.2 10.9 3.7 -12.6 0.6G 6 1.75 x 2.00 x 2.30 -8.0 1.2 9.4 5.0 -75.5 6.1
G 7 0.00 x 2.00 x 2.30 0.0 0.0 8.5 5.0 0.0 0.00.5 x 0.00 x 0.00 x 2.30 0.0 0.0 8.5 4.0 0.0 0.0
G 8 0.00 x 2.00 x 2.30 0.0 0.0 8.5 5.0 0.0 0.0G 9 2.00 x 4.00 x 2.30 -18.4 2.8 7.5 4.0 -138.0 11.2
0.5 x 2.00 x -2.00 x 2.30 4.6 -0.7 7.8 2.7 36.0 -1.9G 10 1.50 x 4.00 x 2.30 -13.8 2.1 5.8 4.0 -79.4 8.4
G 11 2.50 x 6.05 x 2.30 -34.8 5.2 3.8 3.0 -130.5 15.8
0.5 x 2.50 x -2.05 x 2.30 5.9 -0.9 5.8 0.7 34.4 -0.6
G 12 2.50 x 6.05 x 2.30 -34.8 5.2 1.3 3.0 -43.5 15.8G 13 0.5 x 3.50 x 3.50 x 2.30 14.1 -2.1 1.2 4.9 16.4 -10.3
0.00 x 3.50 x 2.30 0.0 0.0 0.0 4.3 0.0 0.0
Jumlah -133.8 20.1 -874.7 89.2
GS 19.47 x 1.30 25.3 ( stilling basin )
b. Tekanan Air
1 Kondisi Debit Rendah
Pias UraianGaya (ton) Lengan (m) Momen (ton.m)V H x y V H
W 1 0.50 x 3.00 x 3.00 4.5 7.5 34.0W 2 1.59 x 5.05 8.0 2.5 20.2W 3 0.50 x 3.45 x 5.05 8.7 3.4 29.3W 4 0.5 x( 3.28 + 3.18 )x 2.00 6.5 12.3 79.2W 5 0.5 x( 3.18 + 1.98 )x 1.00 2.6 10.9 28.2W 6 0.5 x( 1.98 + 1.89 )x 1.75 3.4 9.4 31.8W 7 0.5 x( 1.89 + 1.89 )x 0.00 0.0 8.5 0.0W 8 0.5 x( 1.89 + 1.89 )x 0.00 0.0 8.5 0.0W 9 0.5 x( 1.89 + 3.49 )x 2.00 5.4 7.8 42.2W 10 0.5 x( 3.49 + 3.42 )x 1.50 5.2 5.8 29.8W 11 0.5 x( 3.42 + 5.03 )x 2.50 10.6 5.8 61.6W 12 0.5 x( 5.03 + 4.91 )x 2.50 12.4 1.3 15.5W 13 0.5 x( 3.55 + 0.55 )x 3.00 -6.1 9.2 -56.6W 14 0.50 x 4.50 x 4.50 -10.1 0.5 -5.6
Jumlah 39.8 11.1 231.7 77.9
DISIMP Gorontalo
document.xls-04/09/2023 - 11 -
2 Kondisi Debit Banjir Rencana
Pias UraianGaya (ton) Lengan (m) Momen (ton.m)V H x y V H
W 1 0.5 x( 2.35 + 5.35 )x 3.00 11.5 7.55 87.2W 2 4.23 x 5.05 21.4 2.52 54.0W 3 0.50 x 3.64 x 5.05 9.2 3.37 31.0W 4 0.5 x( 5.97 + 5.88 )x 2.00 11.8 12.25 145.1W 5 0.5 x( 5.88 + 4.70 )x 1.00 5.3 10.92 57.7W 6 0.5 x( 4.70 + 4.62 )x 1.75 8.2 9.38 76.5W 7 0.5 x( 4.62 + 4.62 )x 0.00 0.0 8.50 0.0W 8 0.5 x( 4.62 + 4.62 )x 0.00 0.0 8.50 0.0W 9 0.5 x( 4.62 + 6.27 )x 2.00 10.9 7.83 85.3W 10 0.5 x( 6.27 + 6.20 )x 1.50 9.4 5.75 53.8W 11 0.5 x( 6.20 + 7.87 )x 2.50 17.6 5.83 102.6W 12 0.5 x( 7.87 + 7.76 )x 2.50 19.5 1.25 24.4W 13 3.55 x 2.35 -8.3 9.48 -79.0W 14 0.5 x( 3.55 + 0.55 )x 3.00 -6.1 9.20 -56.6W 15 0.50 x 2.35 x 1.20 -1.4 7.30 -10.3W 16 0.50 x 4.32 x 4.32 -9.3 1.44 -13.5W 17 4.32 x 0.00 0.0 0.00 0.0W 18 0.5 x( 3.32 + 7.82 )x 4.50 -25.1 1.30 -32.6
Jumlah 57.44 17.03 386.18 139.53
c. Tekanan Tanahf = 26.50 g = 1.65 Ka = 0.38
Ea 0.5 x 0.38 x 0.65 x 9.05 ^2 10.19 3.02 30.75Kp = 2.61
Ep 0.5 x 2.61 x 0.65 x 2.25 ^2 4.30 0.55 2.36
DISIMP Gorontalo
document.xls-04/09/2023 - 11 -
2 Stabilitas Struktur
a. Debit Rendah
- Keamanan terhadap Guling :Mt = -875 tmMg = 232 + 78 + 31 = 340 tmFg = 2.57 > 1.50Mo = Mt + Mg = -534 ton.mH = 11 + 6 = 17 tonV = -134 + 40 = -94 tonL = 13.25 me = L/2 - Mo / V = 0.94 < L/6 2.21 m
- Keamanan terhadap Daya Dukung Tanah :
= 10.10 < 20.83 t/m2
= 4.08 < 20.83 t/m2
- Keamanan terhadap Geser :Koefisien gesekan ( f ) = 0.50 ( kerikil-pasir )Fs = f x V / H = 2.77 > 1.50
b. Gempa
Keamanan terhadap Guling :Mt = -875 + -2 = -877 tmMg = 340 + 89 = 430 tmFg = 2.04 > 1.30Mo = Mt + Mg = -447 ton.mH = 17 + 20 = 37 tone = 1.86 < L/5 = 2.65 m
Keamanan terhadap Daya Dukung Tanah :
= 15.60 < 25.00 t/m2
= 1.11 < 25.00 t/m2
Keamanan terhadap Geser :GS = 25 tonVtot = 94 + 25 = 119 tonFs = f x Vtot / H = 1.61 > 1.30
c. Banjir Rencana
- Mt = -875 tmMg = 386 + 140 + 31 = 556 tmFg = 1.57 > 1.30Mo = Mt + Mg = -318 ton.mH = 17 + 10 = 27 tonV = -134 + 57 = -76 tonL = 13.25 me = L/2 - Mo / V = 2.46 < L/5 2.65 m
Keamanan terhadap Daya Dukung Tanah :
- = 12.17 < 25.00 t/m2
= -0.65 < 25.00 t/m2
- Keamanan terhadap Geser :Fs = f x V / H = 1.40 > 1.30
3 Kesimpulan
Kondisi Angka Keamanan Tekanan Tanah ( T/m2)
Guling Geser
Debit Normala Tanpa gempa 2.57 2.77 10.10 4.08b Gempa 2.04 1.61 15.60 1.11
s1 = V/L x (1+ 6e/L)
s2 = V/L x (1- 6e/L)
s1
s2
s1 = V/L x (1+ 6e/L)
s2 = V/L x (1- 6e/L)
smax smin
DISIMP Gorontalo
document.xls-04/09/2023 - 11 -
Debit Banjir Rencanaa Tanpa gempa 1.57 1.40 12.17 -0.65b Gempa #REF! #REF! #REF! #REF!
d. Erosi Bawah Tanah
s = 4.50 ma = 0.00 mhs = 0.68 m
Fs = s ( 1 + a / s ) / hs = 6.63 > 2.00
e. Tebal Lantai Olakan
Titik L P = 4.91 m ---> tmin == 2.55 meter
L1 P = 4.91 m ---> tmin = 2.55 meterm P = 3.96 m ---> tmin = 1.93 meter
f. Kontrol Q 1000
Pias UraianGaya (ton) Lengan (m) Momen (ton.m)
V H x y V HW 1 0.5 x( 2.98 + 5.98 )x 3.00 13.4 7.5 101.5W 2 4.92 x 5.05 24.9 2.5 62.8W 3 0.50 x 3.68 x 5.05 9.3 3.4 31.3W 4 0.5 x( 6.67 + 6.58 )x 2.00 13.2 12.3 162.2W 5 0.5 x( 6.58 + 5.41 )x 1.00 6.0 10.9 65.4W 6 0.5 x( 5.41 + 5.33 )x 1.75 9.4 9.4 88.1W 7 0.5 x( 5.33 + 5.33 )x 0.00 0.0 8.5 0.0W 8 0.5 x( 5.33 + 5.33 )x 0.00 0.0 8.5 0.0W 9 0.5 x( 5.33 + 6.99 )x 2.00 12.3 7.8 96.5W 10 0.5 x( 6.99 + 6.93 )x 1.50 10.4 5.8 60.0W 11 0.5 x( 6.93 + 8.60 )x 2.50 19.4 5.8 113.2W 12 0.5 x( 8.60 + 8.50 )x 2.50 21.4 1.3 26.7W 13 3.55 x 2.98 -10.6 9.5 -100.2W 14 0.5 x( 3.55 + 0.55 )x 3.00 -6.1 9.2 -56.6W 15 0.50 x 2.98 x 1.20 -1.8 7.3 -13.1W 16 0.50 x 5.08 x 5.08 -12.9 1.4 -18.6
17 5.08 x 0.00 0.0 0.0 0.0W 18 0.5 x( 4.08 x 8.58 )x 4.50 -28.5 1.3 -37.1
Jumlah 60.7 19.1 423.8 158.5
- Keamanan terhadap Guling :Mt = -875 tmMg = 424 + 159 + 31 = 613 tmFg = 1.43 > 1.00Mo = Mt + Mg = -262 ton.mH = 19 + 10 = 29 tonV = -134 + 61 = -73 tonL = 13.25 me = L/2 - Mo / V = 3.04 < L/5 2.65 m
> L/6 2.21 m- Keamanan terhadap Daya Dukung Tanah :
= 2V/ 3(L/2 -e) = 13.59 < 25.00 t/m2
= 0.00 < 25.00 t/m2
- Keamanan terhadap Geser :Koefisien gesekan ( f ) = 0.50 ( kerikil-pasir )Fs = f x V / H = 1.25 > 1.00
1.5 ( P-1 ) / g
s1
s2
DISIMP Gorontalo
document.xls
8. PERENCANAAN RIP-RAP
Kondisi Perencanaan :Q100 = 104 m3/dtBe = 13.39 mq100 = 7.77 m3/dt/mEl. M.a.b = 98.85El. M.a.h = 94.32
98.85 El.A
H= 2.35 h = 4.527
96.50 EL.D 94.32
d3= 3.32
P= 3.00 4.32 El.C 91.00
93.50 89.00 2.00El.B 90.00
7.50 7.50Kedalaman scouring : L = 15.00
Rumus Scholish :T = (4.75/d^0.32) . h^0.2 . q^0.57
d = 100 mmh = El. M.a.b (u/s) - El. M.a.h (d/s)
= 4.527 m
T = 4.73 m, EL = 89.59
Panjang scouring :
Rumus Angerholzer :L = (V1 + (2.g.h)^0.5) * (2P/g)^0.5 + H
H1 = 2.35 mZ = 6.50 mV1 = ( 2.g.1/2.H1 + Z)^0.5
= 5.44 m/dth1 = q/v1
= 1.43 mP = 3.00 mH = 2.35 mL = 11.91 m ---> direncanakan 15.00 m
Rumus Lacey's :
R = 0.47 * (q/f) ^ 1/3 * SFf = 1.76*dm^0.5dm = 1 mmf = 1.76q = 7.77 m3/dt/mSF = 1.50Kedalaman gerusanR = 1.16 m ---> direncanakan 2.00 m
L = 4 * R
DISIMP Gorontalo
document.xls
= 4.63 m ---> direncanakan 15.00 m
Rumus Adachi's :
H1 = (H2/2) ( ((8q^2/(g.H2^3))+1)^0.5 - 1)
H1 = 4.32 m, kedalaman konjugasi di kolam olakH2 = 0.58 m, coba-cobaH1 hit = 4.32 OK
L = 8 * H2= 4.64 m ---> direncanakan 15.00 m
Rumus Bligh's :
L =
=
= 5.50 m (el. Crest - el. M.a.h kondisi kering)q = 7.77 m3/dt/mf = 1.50 angka keamananC = 12 Bligh's coefficient, material pasir kasar
Lb = 64.36 total panjang bendung termasuk lantai apronLa = 35.25
L = 29.11 m ---> direncanakan 15.00 m
Berdasarkan tipe aliran :
V1 = ( 2.g.1/2.H1 + Z)^0.5= 5.44 m/dt
=
=
yu = q/V1= 1.43 m
= 1.45y2 = 2.93 m
L = 3.5 * y2= 10.27 m ---> direncanakan 15.00 m
Lb - la
Lb 0.67 C ( Ha q f)0.5
Ha
y2 / yu 1/2 ((1+8Fru 2)-1)0.5
Fru V1 / (g yu)0.5
Fru
document.xls-04/09/2023
Dimensi Saluran
Ruas : BK.0 - BK.1a
Panjang saluran = 25.00 m
Debit ( Q ) = 0.889
Elevasi dasar saluran :
Hulu saluran = 95.25 m
Hilir saluran = 94.85 m
i = 0.01600
k = 60
m = 0.00
b = 1.00 m
h = 0.34 m
w = 0.60 m
H = h + w = 0.95 m
n = b / h = 2.94
V = 2.61 m/detik
Elevasi Muka Air :
Hulu saluran = 95.59 m
Hilir saluran = 95.19 m
m3/det
INTAKE KIRI+100.50
qn = 741 L/det. Areal = 375 Ha.Qd = 0.889 m3/det.V = 1.05 m/det. H' = 6.15 m.Lpintu = 1 x 1.00 = 1.00 m. P. PENGURAS KT.LUMPUR KIRI
z= 0.15 hpintu = 1.20 m. Vs = 1.75 m/det +76.00Weir +96.50 z= 0.10 z = 0.00917 hs = 0.51 m.
+96.35 hn= 0.95 A B k = 40 C H' = -15.96 m. Fr = 0.78 < 1+96.25 In = 0.00020 +96.243 +96.241 z = 0.04085 Lpintu = 1 x 1.0 = 1.0 m.
0.05 Vn = 0.40 +96.209 +96.203 hpintu = 2.49 m. Vs= 1.75 m/det.0.95 hn hf = 0.51 m. ; h = 0.420 m.
+95.25 +95.300 +95.293 +95.291 hn k = 40A +95.260
B +94.784 hs +93.365 +93.365 +93.277 Muka air hilir+93.50 6.32 19.24 17.1 Is = 0.012 hf h +90.807
C +92.857 +92.857 l = 0.0080310.00 160.0 +92.776 +90.387 +90.667
31.4 10 297.4L = 237.74 +69.00 SUNGAI
0.510 OKPintu Intake B = 5.54952
1
1.00 +95.293 1 hn= 0.95
0.80 1.0 b = 4.60 B= 1.95
1.00 +96.209
0.80 Potongan A-A 0.95 +95.260
1.00 1.89 +93.365
B= 1.95 hs= 0.50761 +92.857
1
1 hn +95.291 b = 1.00.508
0.000 +94.784 Potongan C-Cb = 1.0
Potongan B-B 1 1 2 2sambungan
hs
INTAKE KIRI+100.50 Lpintu = 1 x 1.0 = 1.0 m.
H' = 4.50 m. V = 1.372 m/det.qn = 741 L/det. Areal = 375 Ha. hpintu (hp) = 23.73 m. ; z = 0.15 m.Qd = 0.889 m3/det.V = 1.05 m/det. H' = 6.15 m. P. PENGAMBILAN SALURAN KIRILpintu = 1 x 1 = 1.00 m.
z= 0.15 hpintu = 1.20 m. Vs = 1.75 m/det +76.00Weir +96.50 z= 0.10 z = 0.00917 hs = 0.51 m.
+96.35 hn= 0.94952 A B k = 40 C+96.25 In = 0.00020 +96.243 +96.241 z = 0.04085 +96.204 Alat Ukur Ambang Lebar
0.05 Vn = 0.40 +96.209 +96.204 +96.0540.95 hn hp +72.30
+95.25 +95.300 +95.293 +95.291 hn +72.40A +95.260
B +94.784 hs +93.365 +93.365 +93.277 Muka air hilir+93.50 6.32 19.24 17.1 Is = 0.012 +92.857 hf h +90.807
C +92.857 +92.857 l = 0.0080310.00 160.0 +92.776 +90.387 +90.667
0.0 0.0 31.4 10 297.4L = 230.02 +69.00 SUNGAI
0.510 15.926 7.75 ???Pintu Intake B = 6.07
1
1.00 +95.293 1 hn= 1.47
0.80 1.0 b = 4.60 B= 2.47048
1.00 +96.209
0.80 Potongan A-A 1.47 +95.260
1.00 1.895 +93.365
B= 2.47048 hs= 0.50761 +92.857
1
1 hn +95.291 b = 1.00.508
0.000 +94.784 Potongan C-Cb = 1.0
Potongan B-B 3 3 4 4sambungan
hs
Supplement-Report No.2
E. ANALISA REMBESAN PADA TANGGUL PENUTUP( KONDISI BANJIR )
23.00
MAB 21.15
19.5019.50
16.00 MAN
Cofferdam16.00
14.28
Garis Depresi dasar
h = 21.15 - 16.00 = 5.15 m
= = 10.30 m
= 22.70 m
d = = 25.79 m
Yo = = 0.51 m
Y = ---> Y = 0 mx = Yo / 2 = 0.25 m
Y=h = 5.15 mx=d = 25.79 m
Garis Depresi Terkoreksi
a =c = ---> a =
a c a = 180 030 0.37 c = 0 3.00 m, panjang drainase alas60 0.32 a = 0.25 m90 0.25 = 0.00 m
120 0.18 0.25 m150 0.10180 0
KOORDINAT GARIS REMBESAN
X -2.75 -3.00 -4.62 -6.24 -7.86 -9.49 -11.11 -12.73 -14.35 -15.97 -17.59 -19.21 -20.84 -22.46 -24.08 -25.70
Y 16.00 16.51 17.38 17.89 18.28 18.62 18.92 19.19 19.44 19.67 19.89 20.10 20.29 20.48 20.66 21.15
DEBIT REMBESAN
q = k .i. Yo m3/detik.m' L = 23.53
b = 40 m I = 0.22
k (cm/dt) 1.00E-03 1.00E-04 1.00E-05 1.00E-06 1.00E-074.46E-05 4.46E-06 4.46E-07 4.46E-08 4.46E-09
V (m/dt) #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
L1 m1.h
L2
L2 + 0,3 L1
( h2 + d2 )0.5 - d
2.Yo.x + Yo2
Yo / ( 1 - cos a ) - DaDa / ( a + Da ) Yo / ( 1 - cos a ) . ( 1 -c )
Da a + Da =
Q (m3/dt)
M
Supplement-Report No.2
Supplement-Report No.2
D Jembatan Gantung
1.00 m1.75 m 1.50 m1 Rangka Kayu
Kayu Klas I : s = 2/3 x 150 = 100 kg/cm2( tidak terlindung) t = 2/3 x 20 = 13 kg/cm2
g = 1.0 t/m3
a. Balok Memanjang : 5 / 7
G = 0.05 x 0.07 x 1 = 0.0035 t/m'
Wx = 1/6 x 5 7 = 40.83 cm3A = 5 x 7 = 35.00 cm2
1) BebanBeban hidup : 0.5 x 0.200 = 0.100 t/m'Lantai : 0.5 x 0.04 x 1 = 0.020 t/m'Balok : = 0.004 t/m'
q = 0.124 t/m'
2) Tegangan Lentur
M = 1/8 x 0.124 x 1.50 = 0.035 tms = M / Wx = 85.06 kg/cm2 < 100
3) Tegangan geserD = 0.124 x 1.5 = 0.185 tont = 8D / 7A = 6.0 kg/cm2 < 13
b. Balok Melintang : 8 / 12
G = 0.08 x 0.12 x 1 = 0.0096 t/m'
Wx = 1/6 x 8 12 = 192.00 cm3A = 8 x 12 = 96.00 cm2
1) Beban
P1 = 0.185 tonP2 = 0.108 ton
1.75 R = 0.212 ton
2
2
2
1.00 m1.75 m
1.50 m
1.75
R RP2 P1 P3
Supplement-Report No.2
Mmax = 0.125 tm1.75
2.25
Supplement-Report No.2
2) Tegangan Lenturs = M / Wx = 65.137 kg/cm2 < 100
3) Tegangan geserD = 0.21 ton
t = 8D/7A = 2.52 kg/cm2 < 13
2 Besi Penggantung
Besi beton : f 16U-24 : = 1400 kg/cm2
N = 0.21 tons = 105.3 < 1400 ok
3 Kabel Baja
a. Beban
Bentang (L1) = 60.00 mJarak tiang (L2) = 60.00 + 2 x 0.25 = 60.50 m
Tinggi tiang = 6.00 m
a
f = 5.25 m
h = 0.75 m
1.50
q = 0.212 / 1.50 = 0.1412 t/m' - per sisi
V = = 4.236 ton
Mmax = = 64.599 tmf = 5.25 m
H = M / f = 12.30 ton
= = 0.347 = 19.14 0T = = 13.02 ton
b. Diameter kabel
Kekuatan batas = 8300 kg/cm2 , SF = 3
( Class 6x19 - IWRC) = 2767 kg/cm2
A perlu == 4.71 cm2
### f = 25 mm
sa
q.L1 / 2
1/2 V.L2 - 1/8 q L12
tg a 4f / L2 ----->aH / cos a
skabel
T / skabel
T
H
S
T
S
Hb
L1
L2
Supplement-Report No.2
As = 4.91 > 4.71
Supplement-Report No.2
c. Lendutan
Es =n = f / L = 0.0868
Pertambahan panjang kabel : == 0.08 m
Lendutan kabel : == 0.18 m
d. Koordinat kabel :
y =h = 0.75 m
Titik x (m) y (m) t = f - y + h…Besi penggantung.(m)1 0.25 0.09 5.912 1.75 0.59 5.413 3.25 1.07 4.934 4.75 1.52 4.485 6.25 1.95 4.056 7.75 2.35 3.657 9.25 2.72 3.288 10.75 3.07 2.939 12.25 3.39 2.61
10 13.75 3.69 2.3111 15.25 3.96 2.0412 16.75 4.20 1.8013 18.25 4.42 1.5814 19.75 4.62 1.3815 21.25 4.79 1.2116 22.75 4.93 1.0717 24.25 5.04 0.9618 25.75 5.13 0.8719 27.25 5.20 0.8020 28.75 5.24 0.7621 30.25 5.25 0.75
e. Gaya Normal Tiang
b = 30
== 22.75 ton
4 Angker Blok Beton
Gaya tarik ( S ) == 28.42 ton
a. Diameter angker : 2 f 40 = 25.14 cm2s = 1130 < 1400 kg/cm2
2x1010
DL H.L . ( 1+16n2/3 ) / ( Es.As)
Df DL / (16n( 5-24n2) /15 )
4 f L ( L - x ) x / L2
o
Vtotal 2 x ( T sina + H tg b )
2 H / cos b
Supplement-Report No.2
Baja U 24
Supplement-Report No.2
b. Dimensi Blok Beton b
B = 5.00 mH b = 1.00 m
h H = 2.50 mh = 1.00 m
1.50 D = 2.25 mT = 3.00 m
T B = 2.30Volume = 28.50 m3
c. Stabilitas
Data tanah :
c = 3.30
f = 12.00 derajat
= 1.74Kp = 1.52
Gaya Aksi pada angker blok:H = -24.61 tonV = 14.21 ton
Gaya Tahan pada angker blok :Berat beton = -86.25 + 20.70 = -65.55 ton
Tekanan tanah pasif ( Pp ) = 20.15 ton
1). Kondisi Normal
- Kontrol terhadap gulingM aksi = -24.61 x 2.75 = -67.68 tm
M tahan = 139.73 + 15.11 = 154.84 tmMtot = 87.16 tm
Vtot = 65.55 - 14.21 = 51.34 ton
e = L / 2 - Mtot / Vtot < L / 6= 0.80 m < 0.83 m
- Kontrol terhadap daya dukung tanah= Vtot / A (1+ 6e /B ) < 15.00 t/m2= 6.72 t/m2
- Kontrol terhadap geserf = = 0.21
Fg = f .Vtot10.91 ton
gc ton/m3
ton/m2
gm ton/m3
smax
tangen f
Supplement-Report No.2
Sf = (Fg + c. A + Pp) / H= 3.27 > 1.50
Supplement-Report No.2
2). Kondisi Gempa- Kontrol terhadap guling
Koef. Gempa = 0.146
Htot = -24.61 + -9.5703 = -34.18 tonVtot = 51.34 ton
M aksi = -67.675 + -11.963 = -79.64 tmM tahan = 154.84 tm
Mtot = 75.20 tm
e = L/2 - Mtot / Vtot < L / 4= 1.04 m < 1.25 m
- Kontrol terhadap daya dukung tanah= Vtot / A (1+ 6e /B ) < 20.00 t/m2= 7.68 t/m2
- Kontrol terhadap geser
Sf = (Fg + c. A + Pp) / H= 2.36 > 1.30
smax
Yo =Yo = q / k --->h = 3
d Yo d+Yo/20.00 3.00 1.501.00 2.16 2.082.00 1.61 2.803.00 1.24 3.624.00 1.00 4.505.00 0.83 5.426.00 0.71 6.357.00 0.62 7.318.00 0.54 8.279.00 0.49 9.24
10.00 0.44 10.22
( h2 + d2)0.50 - d