disimp-gtlo
IsiDAFTAR ISINota Desain BendungHalamanA.Bangunan Utama
BendungA.1Perencanaan Hidrolis11Debit Banjir Rencana dan Muka Air
Sungai12Data Bendung13Lebar Efektif Bendung14Elevasi Dinding
Bendung25Kontrol terhadap Q126Kolam Olak Tipe MDO37Kontrol terhadap
Q238Kurva Pengempangan4A.2Perencanaan Struktur52.1Syarat Keamanan (
KP-06)5a.Keamanan terhadap Daya dukung tanah5b.Keamanan terhadap
Guling5c.Keamanan terhadap Geser52.2Keamanan Terhadap
Rembesan6a.Kondisi Normal6b.Kondisi Banjir Rencana7B.Bangunan
Pengambilan dan Kantong LumpurB.1Bangunan Pengambilan19B.2Kantong
Lumpur19CDinding Pangkal Bendung23DTanggul Penutup & Tanggul
Banjir47
&R&"Comic Sans MS,Bold Italic"Supplement-Report
No.2&C&"Bookman Old Style,Bold"Review-Design Karaopa
El.CrestPerencanaan Elevasi Mercu Bendung1Elevasi sawah yang
akan diairi+75.002Kedalaman air di sawah0.103Kehilangan tinggi
energi di boks bagi kuarter0.504Kehilangan tinggi energi di selama
pengaliran di saluran irigasi0.035Variasi muka air untuk
eksploitasi di jaringan primer0.206Panjang dan kemiringan saluran
primer1.507Kehilangan tinggi energi pada bangunan ukur di jaringan
primer0.20Elevasi muka air yang diperlukan (eksploitasi
normal)+77.53Kehilangan energi di boks bagi0.40Panjang dan
kemiringan kantong lumpur0.06Kehilangan tinggi energi dari saluran
kuarter sampai sawah0.05Tinggi cadangan untuk
mercu0.15+78.19ELEVASI RENCANA MERCU BENDUNG+78.19
HidrolisA.Bangunan Utama BendungA.1Perencanaan HidrolisQ =
C.B.H1.5C=1.50estimasi1Debit Banjir Rencana dan Muka Air Sungaib
awal84mB=10.00lebar diversion channelQ1170Q banjir renclebar sungai
rata2Coba2 h airQ1=$110m3/detik ,Hrencana=1.60m+79.79mb
revisi8mH1000
=3.78m$110401.60.00335166.5644.52548339961.49487428142.506292676756.82Q2=$110m3/detik
,Hrencana=1.60m+79.79mH100
=3.78m$110401.60.00335166.5644.52548339961.49487428142.506292676756.82Q3=$110m3/detik
,Hrencana=1.60m+79.79mH25
=3.78m$110401.60.00335166.5644.52548339961.49487428142.506292676756.82Q4=$110m3/detik
,Hrencana=1.60m+79.79mH5
=3.78m$110401.60.00335166.5644.52548339961.49487428142.506292676756.82Q5=$110m3/detik
,Hrencana=1.60m+79.79mH2 =3.78mEL.
M.A=78.78m$110401.60.00335166.5644.52548339961.49487428142.506292676756.82--->
desain cofferdam + 0.50 m =79.28QTbhikmAPRVdQ cek2Data
BendungElevasi mercu=78.19mQ = k .B. H1.5 . I0.5Tinggi
bendung=3.19mk=20Elevasi lantai apron=75.00mI=0.0015Lebar bendung (
Bt )=15.00mEL.M.A=74.50Lebar total pilar ( Bp
)=1x0.80=0.80mH=-0.50mLebar total mercu ( B
)=Bt-Bp=14.20mv=0.00m/detB=0.0m3Lebar Efektif BendungBe=B - 2 ( n
Kp + Ka ) H1( 1 )n:jumlah pilar=1Kp:koef. Konstraksi
pilar=0.01(ujung pilar bulat)Ka:koef. Konstraksi pangkal
bendung=0.15(tembok hulu miring)H1:tinggi energi hulu, mH2:tinggi
energi hilir=79.79-78.19=1.60mTaksiran :Koef. debit ( Cd
)=1.148(coba-coba-1)(1) Cd awal dihitung dengan cara trial and
error, agar nilai range K54 = 0.Be=13.39m(coba-coba-2)(2)0.81=Cek
saja. Selisih lebar total mercu - lebar efektif mercu. Nilai Be
dibuat sama range D35.Q=1,71 f .Cd . Be. H11,5( 2 )H1=2.63m(H1 awal
dari harga coba-coba Cd dan Be)(3)Be=13.36m( 1 )D H1=-0.004m <
0.005(kontrol H1 hitung)(4)H1=2.63m( 2 )(H1 hitung dari harga
hitung Cd dan Be)(5)H2/H1=0.61---> f=0.98( Tabel Koef. Debit,
KP.02 halaman 46 )Kp-02 Bangunan Utama hal. 46.Tabel Koefisien
Debit ( Cd
)H1/rCop/H1C1C2H2/H1f10.6670.3330.501.050.000.650.111.001.170.250.861.0301.0251.0080.20.992.001.330.500.931.0121.0171.0050.30.980.94918076723.001.410.750.951.0041.0101.0040.40.974.001.461.000.970.9981.0061.0020.50.955.001.471.500.990.9931.0001.0000.60.925Cek
rOKH1/rCop/H1C1C2r=2.00m ---->H1/r=1.32--->Co
=1.220.7891.8421.001.170.600.931.01p=1.60m
---->p/H1=0.61--->C1 =0.932.001.330.850.951.00Kemiringan
mercu=1.00--->C2
=1.011.321.22045974140.610.93050333811.0117986648Cd =
Co.C1.C2=1.149~D Cd=-0.001< 0.001(kontrol Cd hitung)(6)D Cd =
limit 0, selisih dari Cd awal - Cd akhir.Debit per satuan
lebar=8.23m3/detik/metercek q = 12 - 14 m3/dt/m (KP.02,
hlm.38)4Elevasi Dinding BendungHo=2.75m ~ tinggi muka air di atas
mercu1.84Vo=Q / (Btx( p+Ho))=1.69m/detik0.152.90H1=Ho + Vo2
/2g=2.90~D H1=-0.264m < 0.005Muka air banjir
hulu=78.19+2.75=80.94meterElevasi Dinding Bendung=82.27meterDINDING
:7.27huluW=1.33meter> 1.50Cek10.79hilirMuka air banjir
hilir=79.79meterElevasi Dinding Bendung=80.79meterW=1.00meter>
1.000.005Kontrol terhadap
Q1:H1=2.63mHo=2.98mVo=1.60m/detikH1=3.11mD
H1-0.482Hulu:MAB1000=81.17m ---> w=1.10meterHilir:MAB1000=79.79m
---> w=1.00meter6Kolam Olak Tipe MDOMuka air banjir
hilir=79.79mDegradasi=1.00m78.79mq=8.23m3/detik/meterz=2.15mq / ( g
z3 )0.5=0.83---->D2=1.60mGrafik:D/D2=1.30D=2.08mElevasi minimum
dasar
kolam=76.71---->70.00mDs=8.19mGrafik:L/Ds=1.30L=10.65---->7.00mGrafik:a/D=0.20amin=0.42---->1.00m7Kontrol
terhadap Q2Q=110m3/detik ,q=8.23m3/detik/meterz=3.34mq / ( g z3
)0.5=0.43---->D2=1.60mGrafik:D/D2=1.50D=2.40mElevasi dasar
kolam=75.79>70.00okDs=2.40mGrafik:L/Ds=1.40L=3.36
8Vn=0.40m/detikhn=0.95m1.3m=1volb=B - m . hn=1.00m160A=( b + m.hn )
hn=1.85m2p=b + 2.hn ( 1+m2)0.5=3.69m2,535R=A / p=0.50mk=45In=( Qn /
k / A / R0.667 )2=0.00020q0.4557692308Saluran
Pengurashc0.2766561523Vc1.6474212739Vs=1.75m/detikVs > Vc ===
OKhs=Qd / b / Vs=0.51mAs=b . hs=0.51m2p=b + 2.hs=2.02mR=As /
p=0.25mk=40Is=( Qd / k / As / R0.667 )2=0.012Fr=Vs / ( g . hs
)0.5=0.78< 1Sub kritiscekVolume=b.hs.L + 0.5 b. ( Is - In )
L2=233m3Dvol9b3Bangunan Penguras dan Pengambilan KiriaPintu
Penguras KiriEL . Dasar hilir=75.00-L.Is -hs=72.57m0.0077.91EL .
Muka air=72.57+hs=73.07mlebarLebar pintu ( bp
)=1x1.00=1.00m1.0075.0075.10hf=As / bp=0.51m72.57EL . dasar
pintu=73.07-0.51=72.57~72.55mD h0.0272.55Tinggi
pintu=75.00-72.55+0.10=2.55mElevasi
Dinding=80.79m------->H'=9.14Bt1b x hs = bnf x
hfq0.888750.5078571429Saluran Penguras
Hilirhc0.43181402130.5078571429L=100.00mVc2.0581777252Lebar
pilar=0.80x0=0.00mada rumus diputihkan !!!!Lebar
saluran=0.00+1.00=1.00mm=1k=40v=1.5A=0.59m2h=0.42m--> A=0.600kD
A0.00hrs nolEL dasar hulu=72.55+2/3 hf - h=72.47mp=b + 2.h (
1+m2)0.5=2.19R=A/p=0.27I=( Qd / k / A / R0.667 )2=0.0080EL. dasar
hilir=72.47-0.80=71.67>74.50?-2.83EL. Muka air
hilir=71.67+0.42=72.09mMax.Muka air
sungai=72.09-h/3=71.95m-2.55bPintu Pengambilan KiriEL. Muka air
hulu=77.94-L . In=77.91mzpintu=0.15m----> v=1.37m/detEL. Muka
air hilir bangunan ( Hulu Saluran Induk
)=77.76m77.910.15d=0.19m77.76EL. Ambang
Pintu=77.15m77.150.680.61h=0.68mb=0.95m0.19bpintu=1x1.00=1.00m0H=0.81~1.00m0.00Elevasi
Dinding=80.79mH'4.54mcAlat Ukur:Ambang Lebarb=1.00mcek = 0Q=Cd Cv
1.71 b H11.5Cd=0.93 + 0.1 H1 / L=0.98Cd
=0.98-0.00003Cv=1.1L=1.00m> 1.75 H10.95Elevasi
Ambang=77.35mQH1hElevasi Muka AirH2H2/H1<
0.79HuluHilir-max100%0.7410.540.5077.8977.720.380.690.000.166666666770%0.5180.430.3977.7877.610.270.620.0050%0.3700.340.0777.6977.610.270.780.00
&R&"Times New Roman,Italic"&11DISIMP Gorontalo
keamanan2Struktur2.1Syarat Keamanan ( KP-06)a.Keamanan terhadap
Daya dukung
tanahN-SPT=50qu=N/8=6.25kg/cm2qa=qu/3=20.83ton/m2NoKondisi
PembebananKenaikanqa ( t/m2)Tegangan Izin1Normal0%20.832Normal +
Gempa20%25.003Banjir Rencana20%25.004Banjir Rencana +
Gempa50%31.255Banjir Rencana + Beban Sementara30%27.08( Periode
pelaksanaan )b.Keamanan terhadap GulingNoKondisi PembebananFg = Mt
/ MgEksentrisitas1Normal1.50%L/62Normal + Gempa1.320%L/53Banjir
Rencana1.320%L/54Banjir Rencana + Gempa1.150%L/45Banjir Rencana +
Beban Sementara1.230%L/4,6( Periode pelaksanaan )c.Keamanan
terhadap GeserNoKondisi PembebananFs = fxV / H1Normal1.52Normal +
Gempa1.33Banjir Rencana1.34Banjir Rencana + Gempa1.15Banjir Rencana
+ Beban Sementara1.2( Periode pelaksanaan )
&R&"Times New Roman,Italic"DISIMP
Gorontalo&L&"Times New
Roman,Italic"&F-&D&C&"Times New
Roman,Regular"&12- 7 -
rembesan2.2.Keamanan Terhadap
RembesanTitikXYP1-Pm.aVHH/3lwDh=lw/CwHa1075.003.1962.8178.190.003.193.19a.Kondisi
Normala2073.504.4861.5278.191.10001.100.214.694.48a30.4073.504.4661.5478.1900.40.13333333331.23333333330.234.694.46Muka
air
hulu=78.19ma40.4074.603.1562.8578.191.1002.33333333330.443.593.15Muka
air hilir=71.00mDinding halang :jarak
=3.00ma53.0074.602.9863.0278.1902.60.86666666673.20.613.592.98kedalaman
=1.10ma63.0073.503.8862.1278.191.1004.30.814.693.88Hw=7.19mCw
=5.28a73.4073.503.8562.1578.1900.40.13333333334.43333333330.844.693.85a83.4074.602.5463.4678.191.1005.53333333331.053.592.54TitikKoordinatJalurLossesTekananTebala96.0074.602.3863.6278.1902.60.86666666676.41.213.592.38xyVHH/3lwDh=lw/CwHH-DhMin.a106.0073.503.2762.7378.191.1007.51.424.693.27(m)(m)(m)(m)(m)(m)(m)(m)(m)(m)a116.4073.503.2462.7678.1900.40.13333333337.63333333331.454.693.24a126.4074.601.9364.0778.191.1008.73333333331.663.591.93a139.0074.601.7764.2378.1902.60.86666666679.61.823.591.77a0.0075.0000.003.193.19a149.0073.502.6663.3478.191.10010.72.034.692.66a-b11.0015.005.00w1a159.4073.502.6463.3678.1900.40.133333333310.83333333332.054.692.64b0.0074.0016.003.034.191.16a169.4074.601.3364.6778.191.10011.93333333332.263.591.33b-c2.00w2
+
w3a1712.0074.601.1664.8478.1902.60.866666666712.82.433.591.16c0.0072.0018.003.416.192.78a1812.0073.502.0663.9478.191.10013.92.634.692.06c-d0.002.000.67w4a1912.4073.502.0363.9778.1900.40.133333333314.03333333332.664.692.03d2.0072.0018.673.546.192.65a2012.4074.600.7265.2878.191.10015.13333333332.873.590.72d-e1.001.000.33w5a15.00741.0464.9678.190.62.60.866666666716.63.154.191.04e3.0073.0020.003.795.191.400.91b15.00741.1664.84e-f0.001.750.58w6c15.00722.7863.22f4.7573.0020.583.905.191.29d17.00722.6563.35f-g0.000.000.00w7e18.00731.4064.60g4.7573.0020.583.905.191.29f19.75731.2964.71g-h0.000.000.00w8g19.75731.2964.71h4.7573.0020.583.905.191.29h19.75731.2964.71h-i2.002.000.67w9i21.75712.7863.22i6.7571.0023.254.417.192.78j23.25712.6963.31i-j0.001.500.50w10k25.7567.455.4160.59j8.2571.0023.754.507.192.691.10L28.2567.455.2560.75j-k3.552.500.83w11L128.2567.455.2560.75k10.7567.4528.135.3310.745.41m33.2168.054.2261.78k-l0.002.500.83w12n34.2166.55.4260.58L13.2567.4528.975.4910.745.252.77o35.2166.55.3560.65l-L10.000.000.00p35.21710.0066.00L113.2567.4528.975.4910.745.252.77q33.217166.00L1-m0.604.961.65r33.217066.00m18.2168.0531.225.9210.144.222.10s28.217066.00m-n1.551.000.33t28.217066.00n19.2166.5033.106.2711.695.42u20.0278.1966.00n-o1.000.33v18.7478.1966.0078.19o20.2166.5033.446.3411.695.35w15.557566.0078.19o-p4.50a15.0075.0066.0078.19p20.2171.0037.947.197.190.00a1075.0066.00062.8126.2035.2161.41Angka
RembesanLane's : Cw =33.44/7.19=4.655.5OKBligh's : Cb
=55.85/2.15=25.98>10.5OKKontrol Banjir Q1000Muka air
hulu=81.17mMuka air hilir=78.79mHw=2.38mCw
=14.99TitikKoordinatJalurLossesTekananVHH/3lwDh=lw/CwHH-Dhxy(m)(m)(m)(m)(m)(m)(m)a0.0075.0000.006.176.170.000.00a-b11.0015.005.00w1b0.0074.0016.001.077.176.100.000.00b-c2.000.000.00w2
+
w3c0.0072.0018.001.209.177.970.000.00c-d0.002.000.67w4d2.0072.0018.671.259.177.920.000.00d-e1.001.000.33w5e3.0073.0020.001.338.176.840.000.00e-f0.001.750.58w6f4.7573.0020.581.378.176.800.000.00f-g0.000.000.00w7g4.7573.0020.581.378.176.800.000.00g-h0.000.000.00w8h4.7573.0020.581.378.176.800.000.00h-i2.002.000.67w9i6.7571.0023.251.5510.178.620.000.00i-j0.001.500.50w10j8.2571.0023.751.5810.178.590.000.00j-k3.552.500.83w11k10.7567.4528.131.8813.7211.840.000.00k-l0.002.500.83w12L13.2567.4528.971.9313.7211.790.000.00l-m0.000.000.00WSm18.2168.0528.971.9313.1211.190.000.00m-n1.551.000.33n19.2166.5030.852.0614.6712.610.000.00n-o0.001.000.33o20.2166.5031.182.0814.6712.590.000.00o-p4.500.000.00p20.2171.0035.682.3810.177.7925.6030.2555.85Angka
RembesanLane's : Cw =31.18/2.38=13.10>5.5OKBligh's : Cb
=55.85/2.38=23.47>10.5OKA. Grafik Tekanan Uplift Bendung
(Kondisi Muka Air Normal)
&R&"Times New Roman,Italic"&11DISIMP
Gorontalo&L&"Times New
Roman,Italic"&11&F-&D&C&"Times New
Roman,Regular"&13- 6 -
rembesan
stabilitasA.3Stabilitas BendungKonstruksi:Beton
SiklopkoordinatINPUT DIMENSIElevasi mercu bendung
:78.19mTitikxyxykoordinatMuka air banjirhulu
:80.94ma0.0075.00a0.0075.00( degradasi :1.00meter )hilir
:78.79mw0.5575.000.55w0.5575.0041.250v3.7478.193.193.19v3.7478.19280.543.0045u5.0278.19u-v1.28u5.0278.19392.20104292.4306Stilling
basint13.2170.00t-r8.19t13.2170.001032.57714351.1213.2567.45s13.2170.00s13.2170.00924.42924.4213.2570.00893.7125927.5r18.2170.00s-L0mr18.2170.001274.42924.4218.2170.001274.42927.5q18.2171.00q18.2171.001274.421292.62618.2171.001274.421292.626p20.2171.00a=1.00mp20.2171.001434.6261292.62620.2171.001434.6261292.626o20.2166.50cut-off3.50mo20.2166.501434.6261343.69920.2166.501434.6261343.699n19.2166.50n19.2166.501277.1991343.69919.2166.501277.1991343.699m18.21?68.051.95m18.2168.051210.6991306.968318.2168.051210.6991306.9683L213.2567.45L213.2567.45901.66251227.994713.2567.45901.66251227.994713.250.0067.45tebal
lantai0.0013.2567.45893.7125893.712513.2567.45893.7125893.7125L13.25?67.452.502.55----->1.95L13.2567.45893.7125893.712513.2567.45893.7125893.7125k10.7567.452.502.772.10k10.7567.45725.0875893.7125j8.2571.001.50j8.2571.00556.4625763.25i6.7571.002.002.00i6.7571.00479.25585.7511488.7911450.038h4.7573.00h4.7573.00337.25492.7519g4.7573.00g4.7573.00346.75346.75Lebar
Bendung=15.00meterf4.7573.001.75f4.7573.00346.75346.75Tinggi
Bendung=3.19metere3.000.0073.001.001.00e3.0073.00219346.75Tubuh
Bendung=13.21meterd2.0072.002.00d2.0072.00146216Panjang
Bendung=20.21meterc0.0072.003.00c0.0072.000144Lantai Hulu=15.00m~
Elevasi :75.00mb0.0074.001.00b0.0074.0000Kolam Olakan=7.00m~
Elevasi :70.00ma0.007513.256.00a0.0075.000010.0074.00Faktor
AmanKondisi Pembebanan20.0080.94as bendung
(x)4.3816422.5756816266.145635.0280.9478NormalGempaQ100413.2171.00olakan
(x)13.211Guling2.581.94?520.2178.798.83( emax / e
)1.761.12?0.5269.2178.792Penurunan1.741.491.33720.2178.793Geser1.911.35?0.924RembesanClane's4.65>5.50?14.50CBligh's8.54>10.50?25.98Koefisien
GempaKh=0.15Parameter Tanah Pondasif=26.5g=1.65ton/m3N-SPT=50k=10-3
~ 10-5cm/detikTebal Lantai hulu=0.40mKoperan :d =1.10mL
=3.00mVolume=1,296m31Gaya dan Momena.Berat Bendung dan Gaya Akibat
Gempa( Kh =0.150)PiasUraianGaya (ton)Lengan (m)Momen
(ton.m)VHxyVHG10.5x3.19x3.19x2.30-11.71.810.68.6-123.715.1280.943G21.28x3.19x2.30-9.41.48.99.1-83.112.8W13G30.5x3.19x3.19x2.30-11.71.87.28.6-83.915.1R=1.60mv78.19uG42.00x3.00x2.30-13.82.112.36.1-169.112.5Kemiringan
hulu=1.0045G51.00x2.00x2.30-4.60.710.86.6-49.54.5hilir=1.00450.5x1.00x1.00x2.30-1.20.210.95.2-12.60.9W1G1G2G34muka
air
banjir78.795G61.75x2.00x2.30-8.11.29.46.6-75.57.975.00aG70.00x2.00x2.300.00.08.56.60.00.0wG5G78.190.5x0.00x0.00x2.300.00.08.55.60.00.0beG6fG8G13G80.00x2.00x2.300.00.08.56.60.00.0G4G9qp71.00G92.00x4.00x2.30-18.42.87.55.6-138.015.37.55W2~372.00G10ts70.00r0.5x2.00x-2.00x2.304.6-0.77.84.236.0-2.9cdghG111.95G101.50x4.00x2.30-13.82.15.85.6-79.411.5jG122.55mGSmG112.50x7.55x2.30-43.46.53.83.8-162.824.6W6iEp4.500.5x2.50x-3.55x2.3010.2-1.55.81.259.5-1.8W4W7L1G122.50x7.55x2.30-43.46.51.33.8-54.324.6W5W8kL67.45G130.5x5.00x5.00x2.3028.8-4.31.75.947.9-25.4W10WSno66.500.00x5.00x2.300.00.00.05.10.00.0W12Jumlah-135.820.4-888.2114.813.217.00GS19.38x1.3025.2(
stilling basin )b.Tekanan Air20.211Kondisi Debit
RendahPiasUraianGaya (ton)Lengan (m)Momen
(ton.m)VHxyVHW10.50x3.19x3.195.19.146.5W21.16x6.557.63.324.830.82178W30.50x4.25x6.5513.94.460.8W40.5x(2.78+2.65)x2.005.412.366.5W50.5x(2.65+1.40)x1.002.010.922.1W60.5x(1.40+1.29)x1.752.49.422.1W70.5x(1.29+1.29)x0.000.08.50.0W80.5x(1.29+1.29)x0.000.08.50.0W90.5x(1.29+2.78)x2.004.17.831.9W100.5x(2.78+2.69)x1.504.15.823.6W110.5x(2.69+5.41)x2.5010.15.859.0W120.5x(5.41+5.25)x2.5013.31.316.7W130.5x(3.74+0.55)x3.19-6.811.1-75.7W140.50x4.50x4.50-10.10.5-5.6Jumlah34.616.5166.2126.62Kondisi
Debit Banjir RencanaPiasUraianGaya (ton)Lengan (m)Momen
(ton.m)VHxyVHW10.5x(2.75+5.94)x3.1913.99.15126.8W25.98x6.5539.13.28128.2W30.50x5.82x6.5519.14.3783.3W40.5x(7.86+7.82)x2.0015.712.25192.041.24328W50.5x(7.82+6.73)x1.007.310.9279.4118759W60.5x(6.73+6.70)x1.7511.89.38110.2W70.5x(6.70+6.70)x0.000.08.500.0W80.5x(6.70+6.70)x0.000.08.500.0W90.5x(6.70+8.54)x2.0015.27.83119.4w13w15W100.5x(8.54+8.51)x1.5012.85.7573.5W110.5x(8.51+11.79)x2.5025.45.83148.0W120.5x(11.79+11.74)x2.5029.41.2536.8vuW133.74x2.75-10.311.34-116.6w14W140.5x(3.74+0.55)x3.19-6.811.06-75.7w16W150.50x2.75x1.28-1.89.04-15.9w17W160.50x8.79x8.79-38.62.93-113.2awW178.79x0.000.00.000.0W180.5x(7.79+12.29)x4.50-45.21.30-58.7Jumlah60.0226.88437.99279.47tc.Tekanan
TanahLf=26.50g=1.65Ka =0.38Ea0.5x0.38x0.65x10.74^214.363.5851.39Kp
=2.61Ep0.5x2.61x0.65x2.25^24.300.552.362Stabilitas Struktura.Debit
Rendah-Keamanan terhadap Guling
:Mt=-888tmMg=166+127+51=344tmFg=2.58>1.50Mo=Mt +
Mg=-544ton.mH=16+10=27tonV=-136+35=-101tonL=13.25me=L/2 - Mo /
V=1.25 tmin=2.77metermP=4.22m---> tmin=2.10meter--> pertebal
!!!f.Kontrol Q 100081.17mab-1000th78.79PiasUraianGaya (ton)Lengan
(m)Momen
(ton.m)VHxyVHW10.5x(2.98+6.17)x3.1914.69.1133.5W26.10x6.5540.03.3130.9W30.50x5.74x6.5518.84.482.1W40.5x(7.97+7.92)x2.0015.912.3194.7W50.5x(7.92+6.84)x1.007.410.980.6W60.5x(6.84+6.80)x1.7511.99.4111.8W70.5x(6.80+6.80)x0.000.08.50.0W80.5x(6.80+6.80)x0.000.08.50.0W90.5x(6.80+8.62)x2.0015.47.8120.8W100.5x(8.62+8.59)x1.5012.95.874.2W110.5x(8.59+11.84)x2.5025.55.8149.0W120.5x(11.84+11.79)x2.5029.51.336.9W133.74x2.98-11.111.3-126.3W140.5x(3.74+0.55)x3.19-6.811.1-75.7W150.50x2.98x1.28-1.99.0-17.2W160.50x8.79x8.79-38.62.9-113.2178.79x0.000.00.00.0W180.5x(7.79x12.29)x4.50-45.21.3-58.7Jumlah60.128.2435.6287.8-Keamanan
terhadap Guling :Mt=-888tmMg=436+288+51=775tmFg=1.15>1.00Mo=Mt +
Mg=-113ton.mH=28+14=43tonV=-136+60=-76tonL=13.25me=L/2 - Mo /
V=5.13L/62.21m-Keamanan terhadap Daya Dukung Tanah :s1=2V/ 3(L/2
-e)=33.73 direncanakan15.00mRumus Lacey's :R=0.47 * (q/f) ^ 1/3 *
SFf=1.76*dm^0.5dm=1mmf=1.76q=8.23m3/dt/mSF=1.50Kedalaman
gerusanR=1.18m---> direncanakan2.00mL=4 * R=4.72m--->
direncanakan15.00mRumus Adachi's :H1=(H2/2) (
((8q^2/(g.H2^3))+1)^0.5 - 1)H1=8.79m, kedalaman konjugasi di kolam
olakH2=0.58m, coba-cobaH1 hit=4.60CEKL=8 * H2=4.64m--->
direncanakan15.00mRumus Bligh's :L=Lb - laLb=0.67 C ( Ha q
f)0.5Ha=1.00m(el. Crest - el. M.a.h kondisi
kering)q=8.23m3/dt/mf=1.50angka keamananC=12Bligh's coefficient,
material pasir kasarLb=28.26total panjang bendung termasuk lantai
apronLa=35.21L=-6.95m---> direncanakan15.00mBerdasarkan tipe
aliran :V1=( 2.g.1/2.H1 + Z)^0.5=5.93m/dty2 / yu=1/2 ((1+8Fru
2)-1)0.5Fru=V1 / (g yu)0.5yu=q/V1=1.39mFru=1.61y2=3.16mL=3.5 *
y2=11.04m---> direncanakan15.00m
&R&"Times New Roman,Italic"DISIMP
Gorontalo&L&F
AlurT.M.A.KiriDimensi SaluranRuas:BK.0 - BK.1aPanjang
saluran=25.00mDebit ( Q )=0.889m3/detElevasi dasar saluran:Hulu
saluran=75.00mHilir
saluran=74.60mi=0.01600k=60m=0.00b=1.00m0h00.000=0.34mw=0.60mH = h
+ w=0.95mn = b / h=2.94A = (n+m) h2=0.34m2p = (n+2(1+m2)0.5
)h=1.68mR = A / p=0.20mV=2.61m/detikI R0.5=0.00720h=0.34Elevasi
Muka Air:Hulu saluran=75.34mHilir saluran=74.94mRuas:BK.1a -
BK.1Panjang saluran=1,738.00mDebit ( Q )=0.889m3/detElevasi dasar
saluran:Hulu saluran=76.73mHilir
saluran=94.51mi=-0.01023(98)k=35saluran
tanahm=1.00b=1.20m0h00.000=0.99mw=0.60mH = h + w=1.60mn = b /
h=1.21A = (n+m) h2=2.18m2p = (n+2(1+m2)0.5 )h=4.01mR = A /
p=0.54mV=0.00m/detikI R0.5=-0.00754h=0.00Elevasi Muka Air:Hulu
saluran=77.72mElevasi sawah=95.00mTinggi hilang=0.50mHilir
saluran=95.50m
&L&F-&D
tanggulINTAKE KIRI+82.27qn=741L/det.Areal
=375Ha.Qd=0.889m3/det.V=1.05m/det.H' =8.17m.Lpintu =1x1.00=1.00m.P.
PENGURAS KT.LUMPUR KIRIz=0.15hpintu =3.14m.Vs
=1.75m/det+76.00Weir+78.19z=0.10z =0.00917hs
=0.51m.+78.04hn=0.95ABk =40CH' =2.35m.Fr =0.78< 1+77.94In
=0.00020+77.933+77.931z =0.04085Lpintu =1x1.0=1.0m.0.05Vn
=0.40+77.899+77.893hpintu =0.55m.Vs=1.75m/det.2.89hnhf =0.51m.; h
=0.420m.+75.00+76.990+76.983+76.981hnk
=40A+76.950B+76.474hs+75.055+75.055+74.967Muka air
hilir+75.006.3219.2417.1Is =0.012hfh+72.497C+74.547+74.547l
=0.008033473110.00160.0+74.466+72.077+72.35731.410297.4L
=237.74+69.00SUNGAI0.510OKPintu IntakeB
=5.549519230811.00+76.9831hn=0.950.801.0b
=4.60B=1.951.00+77.8990.80Potongan
A-A0.95+76.9501.001.89+75.055B=1.95hs=0.5076130981+74.54711hn+76.981b
=1.00.5080.000+76.474Potongan C-Cb =1.0Potongan
B-B1122sambunganINTAKE KIRI+82.27Lpintu =1x1.0=1.0m.H' =4.50m.V
=1.372m/det.qn=741L/det.Areal =375Ha.hpintu (hp) =5.42m.; z
=0.15m.Qd=0.889m3/det.V=1.05m/det.H' =8.17m.P. PENGAMBILAN SALURAN
KIRILpintu =1x1=1.00m.z=0.15hpintu =3.14m.Vs
=1.75m/det+76.00Weir+78.19z=0.10z =0.00917hs
=0.51m.+78.04hn=0.9495192308ABk =40C+77.94In
=0.00020+77.933+77.931z =0.04085+77.894Alat Ukur Ambang Lebar0.05Vn
=0.40+77.899+77.894+77.7442.89hnhp+72.30+75.00+76.990+76.983+76.981hn+72.40A+76.950B+76.474hs+75.055+75.055+74.967Muka
air hilir+75.006.3219.2417.1Is
=0.012+74.547hfh+72.497C+74.547+74.547l
=0.008033473110.00160.0+74.466+72.077+72.3570.00.031.410297.4L
=230.02+69.00SUNGAI0.51015.9267.75???Pintu IntakeB
=6.0711.00+76.9831hn=1.470.801.0b
=4.60B=2.47048076921.00+77.8990.80Potongan
A-A1.47+76.9501.001.895+75.055B=2.4704807692hs=0.5076130981+74.54711hn+76.981b
=1.00.5080.000+76.474Potongan C-Cb =1.0Potongan
B-B3344sambungan
hshs
jembatanE. ANALISA REMBESAN PADA TANGGUL PENUTUPDATA TEKNIS :(
KONDISI BANJIR )El. Banjir ( MAB ):21.15mEL. Normal ( MAN
):16.00mEl. Dasar Tanggul:16.00m23.00Kemiringan hulu (m1):2.0(
tanggul penutup)1.5( tanggul pengelak)Kemiringan hilir (m2):2.0(
tanggul penutup)MAB21.151.5( tanggul pengelak)El. Mercu
tanggul:23.00mKOORDINAT - 1KOORDINAT - 2Banjir
:19.50TitikSumbu-XSumbu-YTitikSumbu-XSumbu-YYX19.5021.15-39.25M0.0016.0021.15-25.7016.00MANA-7.0019.50B-10.0019.50C-17.0023.0016.000.00CofferdamD-22.0023.0016.00-3.0016.00E-29.0019.50E-31.0019.50F-34.0019.50H-23.7516.00G-39.2516.00-44.2516.0014.28H-23.7516.00I-22.0016.00J-20.2814.28K-18.2814.28L-16.5716.00P-3.0016.00O-3.0016.50N-1.0016.50Garis
Depresi
dasarM0.0016.00P-3.0016.00h=21.15-16.00=5.15m-2.8016.00L1=m1.h=10.30m-2.8016.40L2=22.70m-0.8016.40d=L2
+ 0,3 L1=25.79mYo=( h2 + d2 )0.5 - d=0.51mY=2.Yo.x +
Yo2--->Y=0mx=Yo / 2=0.25mY=h=5.15mx=d=25.79mGaris Depresi
Terkoreksia=Yo / ( 1 - cos a ) - Dac=Da / ( a + Da )--->a =Yo /
( 1 - cos a ) . ( 1 -c )aca=1800300.37c=03.00m, panjang drainase
alas600.32a=0.25m900.25Da=0.00m1200.18a + Da
=0.25m1500.101800KOORDINAT GARIS
REMBESANX-2.75-3.00-4.62-6.24-7.86-9.49-11.11-12.73-14.35-15.97-17.59-19.21-20.84-22.46-24.08-25.70Y16.0016.5117.3817.8918.2818.6218.9219.1919.4419.6719.8920.1020.2920.4820.6621.15DEBIT
REMBESANq=k .i. Yo m3/detik.m'L=23.53b=40mI=0.22k
(cm/dt)1.00E-031.00E-041.00E-051.00E-061.00E-07Q
(m3/dt)4.46E-054.46E-064.46E-074.46E-084.46E-09V
(m/dt)0.00E+000.00E+000.00E+000.00E+000.00E+000.00E+000.00E+000.00E+000.00E+000.00E+00FILTERAgar
filter dapat berfungsi sebagai penahan keluarnya butiran-butiran
halus dari susunan zone yang dilindungi, maka kedua bahantersebut
sekurang-kurangnya supaya memenuhi persyaratan sebagai berikut
:F15/B15 > 5 (Syarat permiabilitas)F15/B85 < 5 (Syarat
stabilitas)F15: ukuran butiran bahan filter yang terletak di garis
15% pada kurva gradasinyaB15: ukuran butiran bahan zone yang
dilindungi yang terletak di garis 15% pada kurva gradasinyaB85:
ukuran butiran bahan zone yang dilindungi yang terletak di garis
85% pada kurva gradasinya(Lihat Grafik halaman 131, Bendungan Type
Urugan, Soeyono SD)Kecepatan :Kecepatan pada filter = 20 - 100 kali
kecepatan pada zone yang dilindungi. Diambil yang minimum yairu 20
kali VcV=0m/dtVf=0m/dtDiameter :Kecepatan Kritis dianggap sama
dengan kecepatan filtrasi :Vc = ((W1.g)/(F.Y))0,5W =
Vc2.(F.Y)/g=0kg(jenuh)Volume butiran=0m3Diameter
butiran=0.00E+00m3(4/3.p.R3)=0.00cmData :=0.00mm>0.75mmOk !!!Vc
(kecepatan kritis)=0m/dt= kecepatan yang terjadi(KP-04 hal
109)Berat jenis butiran=1948kg/m3g (grafitasi)=9.813m/dtYo=0.00m2L
(lebar tanggul)=0m2F (luas penampang drain)=0m2Y(berat jenis
air)=1000kg/m3Syarat :F15/B15 > 5 (Syarat
permiabilitas)=0.00>5Ok !!!F15=0.00mmB15=0.00mmSumber :
Bendungan Type Urugan, Soeyono SD, hal.132 & 169KONSTRUKSI
DRAINASE TUMITKecepatan :Kecepatan pada zone-drainase (batu kali) =
20 - 100 kali kecepatan pada filter. Diambil yang minimum yairu 20
kali VfVf=0m/dtVd=0m/dtDiameter :Kecepatan Kritis dianggap sama
dengan kecepatan yang terjadi :Vc = ((W1.g)/(F.Y))0,5W =
Vc2.(F.Y)/g=0kg(jenuh)Volume butiran=0m3Diameter
butiran=0.00E+00m3(4/3.p.R3)=0.00cmData :=0.00mm>0.75mmOk !!!Vc
(kecepatan kritis)=0m/dt= kecepatan yang terjadi(KP-04 hal
109)Berat jenis butiran=1948kg/m3g (grafitasi)=9.813m/dtYo=0.51m2L
(lebar tanggul)=0m2F (luas penampang drain)=0m2Y(berat jenis
air)=1000kg/m3Syarat :F15/B15 > 5 (Syarat
permiabilitas)=0.0>5Ok !!!F15=0.00mmB15=0.00mmSumber : Bendungan
Type Urugan, Soeyono SD, hal.132 & 169
&R&"Comic Sans MS,Bold Italic"Supplement-Report
No.2=
jembatan
depresiDJembatan Gantung1.00m1.75m1.50m1Rangka KayuKayu Klas
I:s=2/3x150=100kg/cm2( tidak
terlindung)t=2/3x20=13kg/cm2g=1.0t/m3a.Balok
Memanjang:5/7G=0.05x0.07x1=0.0035t/m'Wx=1/6x572=40.83cm3A=5x7=35.00cm21)BebanBeban
hidup:0.5x0.200=0.100t/m'Lantai:0.5x0.04x1=0.020t/m'Balok:=0.004t/m'q=0.124t/m'2)Tegangan
LenturM=1/8x0.124x1.502=0.035tms=M / Wx=85.06kg/cm2
4.71c.LendutanEs=2x1010n=f / L=0.0867768595Pertambahan panjang
kabel:DL=H.L . ( 1+16n2/3 ) / ( Es.As)=0.08mLendutan kabel:Df=DL /
(16n( 5-24n2) /15 )=0.18md.Koordinat kabel:y=4 f L ( L - x ) x /
L2h=0.75mTitikx (m)y (m)t=f - y + hBesi
penggantung.(m)10.250.095.9121.750.595.4133.251.074.9344.751.524.4856.251.954.0567.752.353.6579.252.723.28810.753.072.93912.253.392.611013.753.692.311115.253.962.041216.754.201.801318.254.421.581419.754.621.381521.254.791.211622.754.931.071724.255.040.961825.755.130.871927.255.200.802028.755.240.762130.255.250.75e.Gaya
Normal Tiangb=30oVtotal=2 x ( T sina + H tg b )=22.75ton4Angker
Blok BetonGaya tarik ( S )=2 H / cos b=28.42tona.Diameter
angker:2f40=25.14cm2s=1130