disimp-gtlo

IsiDAFTAR ISINota Desain BendungHalamanA.Bangunan Utama BendungA.1Perencanaan Hidrolis11Debit Banjir Rencana dan Muka Air Sungai12Data Bendung13Lebar Efektif Bendung14Elevasi Dinding Bendung25Kontrol terhadap Q100026Kolam 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+94.702Kedalaman air di sawah0.153Kehilangan tinggi energi di saluran dan boks tersier0.154Kehilangan tinggi energi di bangunan sadap tersier0.205Variasi muka air untuk eksploitasi di jaringan primer0.206Panjang dan kemiringan saluran primer0.147Kehilangan tinggi energi pada bangunan ukur di jaringan primer0.45Elevasi muka air yang diperlukan (eksploitasi normal)+95.99Kehilangan tinggi energi di pintu pengambilan saluran0.15Panjang dan kemiringan kantong lumpur0.06Kehilangan tinggi di pintu pengambilan utama0.15Tinggi cadangan untuk mercu0.15+96.50ELEVASI RENCANA MERCU BENDUNG+96.50

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 airQ1000=$150m3/detik ,H=4.08m+96.08mb revisi7mH1000 =4.65m$150104.0840.001535157.51905621.55129637752.66893717172.60819009210.02Q100=$104m3/detik ,H=3.32m+95.32mH100 =3.64m$104103.3230.001535144.27232919.39886333552.28221253142.34972875170.03Q25=$78m3/detik ,H=2.82m+94.82mH25 =3.00m$78102.8200.001535136.152417.97616449182.01112979452.15976785930.08Q5=$50m3/detik ,H=2.18m+94.18mH5 =2.23m$50102.1780.001535126.52368416.16031427771.64128515971.88612165930.03Q2=$32m3/detik ,H=1.68m+93.68mH2 =1.66mEL. M.A=95.16m$32101.6750.001535119.55562514.73761543391.3269192081.636854190.01---> desain cofferdam + 0.50 m =95.66QTbhikmAPRVdQ cek2Data BendungElevasi mercu=96.50mQ = k .B. H1.5 . I0.5Tinggi bendung=3.00mk=20Elevasi lantai apron=93.50mI=0.0015Lebar bendung ( Bt )=15.00mEL.M.A=74.50Lebar total pilar ( Bp )=1x0.80=0.80mH=-19.00mLebar 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=95.32-96.50=-1.18mTaksiran :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=2.53m(H1 awal dari harga coba-coba Cd dan Be)(3)Be=13.39m( 1 )D H1=0.000m < 0.005(kontrol H1 hitung)(4)H1=2.53m( 2 )(H1 hitung dari harga hitung Cd dan Be)(5)H2/H1=-0.47---> f=0.98( Tabel Koef. Debit, KP.02 halaman 46 )Kp-02 Bangunan Utama hal. 46.Tabel Koefisien Debit ( Cd )H1/rCop/H1C1C2H2/H1f10.6670.3330.501.050.000.650.111.001.170.250.861.0301.0251.0080.20.992.001.330.500.931.0121.0171.0050.30.981.0565172033.001.410.750.951.0041.0101.0040.40.974.001.461.000.970.9981.0061.0020.50.955.001.471.500.990.9931.0001.0000.60.925Cek rOKH1/rCop/H1C1C2r=2.00m ---->H1/r=1.27--->Co =1.210.7591.7711.001.170.500.931.01p=1.50m ---->p/H1=0.59--->C1 =0.942.001.330.750.951.00Kemiringan mercu=1.00--->C2 =1.011.271.21241973710.590.93742620531.0090295179Cd = Co.C1.C2=1.147~D Cd=0.001< 0.001(kontrol Cd hitung)(6)D Cd = limit 0, selisih dari Cd awal - Cd akhir.Debit per satuan lebar=7.77m3/detik/metercek q = 12 - 14 m3/dt/m (KP.02, hlm.38)4Elevasi Dinding BendungHo=2.35m ~ tinggi muka air di atas mercu1.77Vo=Q / (Btx( p+Ho))=1.80m/detik0.172.52H1=Ho + Vo2 /2g=2.52~D H1=0.015m < 0.005Muka air banjir hulu=96.50+2.35=98.85meterElevasi Dinding Bendung=100.50meterDINDING :7.00huluW=1.65meter> 1.500.006.32hilirMuka air banjir hilir=95.32meterElevasi Dinding Bendung=96.32meterW=1.00meter> 1.000.005Kontrol terhadap Q1000:H1=3.23mHo=2.98mVo=2.23m/detikH1=3.23mD H1-0.001Hulu:MAB1000=99.48m ---> w=1.02meterHilir:MAB1000=96.08m ---> w=0.24meter6Kolam Olak Tipe MDOMuka air banjir hilir=95.32mDegradasi=1.00m94.32mq=7.77m3/detik/meterz=4.53mq / ( g z3 )0.5=0.26---->D2=3.32mGrafik:D/D2=1.30D=4.32mElevasi minimum dasar kolam=90.00---->90.00mDs=6.50mGrafik:L/Ds=1.30L=8.45---->9.00mGrafik:a/D=0.20amin=0.86---->1.00m7Kontrol terhadap Q2Q=32m3/detik ,q=2.39m3/detik/meterz=4.97mq / ( g z3 )0.5=0.07---->D2=1.68mGrafik:D/D2=1.50D=2.51mElevasi dasar kolam=93.99>90.00okDs=2.51mGrafik:L/Ds=1.40L=3.52 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=95.25-L.Is -hs=92.82m0.0096.22EL . Muka air=92.82+hs=93.32mlebarLebar pintu ( bp )=1x1.00=1.00m1.0095.2595.35hf=As / bp=0.51m92.82EL . dasar pintu=93.32-0.51=92.82~92.80mD h0.0292.80Tinggi pintu=95.25-92.80+0.10=2.55mElevasi Dinding=96.32m------->H'=4.42Bt1b 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=92.80+2/3 hf - h=92.72mp=b + 2.h ( 1+m2)0.5=2.19R=A/p=0.27I=( Qd / k / A / R0.667 )2=0.0080EL. dasar hilir=92.72-0.80=91.92>93.00?-1.08EL. Muka air hilir=91.92+0.42=92.34mMax.Muka air sungai=92.34-h/3=92.20m-0.80bPintu Pengambilan KiriEL. Muka air hulu=96.25-L . In=96.22mzpintu=0.15m----> v=1.37m/detEL. Muka air hilir bangunan ( Hulu Saluran Induk )=96.07m96.220.15d=0.19m96.07EL. Ambang Pintu=95.46m95.460.680.61h=0.68mb=0.95m0.19bpintu=1x1.00=1.00m0H=0.81~1.00m0.00Elevasi Dinding=96.32mH'1.76mcAlat 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=95.66mQH1hElevasi Muka AirH2H2/H1< 0.79HuluHilir-max100%0.7410.540.5096.2096.030.380.690.000.166666666770%0.5180.430.3996.0995.920.270.620.0050%0.3700.340.0796.0095.920.270.780.00

&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/CwHa1093.503.0083.0096.500.003.003.00a.Kondisi Normala2092.004.3381.6796.501.10001.100.174.504.33a30.4092.004.3181.6996.5000.40.13333333331.23333333330.194.504.31Muka air hulu=96.50ma40.4093.103.0582.9596.501.1002.33333333330.353.403.05Muka air hilir=91.00mDinding halang :jarak =3.00ma53.0093.102.9283.0896.5002.60.86666666673.20.483.402.92kedalaman =1.10ma63.0092.003.8582.1596.501.1004.30.654.503.85Hw=5.50mCw =6.63a73.4092.003.8382.1796.5000.40.13333333334.43333333330.674.503.83a83.4093.102.5783.4396.501.1005.53333333330.833.402.57TitikKoordinatJalurLossesTekananTebala96.0093.102.4383.5796.5002.60.86666666676.40.973.402.43xyVHH/3lwDh=lw/CwHH-DhMin.a106.0092.003.3782.6396.501.1007.51.134.503.37(m)(m)(m)(m)(m)(m)(m)(m)(m)(m)a116.4092.003.3582.6596.5000.40.13333333337.63333333331.154.503.35a126.4093.102.0883.9296.501.1008.73333333331.323.402.08a139.0093.101.9584.0596.5002.60.86666666679.61.453.401.95a0.0093.5000.003.003.00a149.0092.002.8983.1196.501.10010.71.614.502.89a-b11.0015.005.00w1a159.4092.002.8783.1396.5000.40.133333333310.83333333331.634.502.87b0.0092.5016.002.414.001.59a169.4093.101.6084.4096.501.10011.93333333331.803.401.60b-c2.00w2 + w3a1712.0093.101.4784.5396.5002.60.866666666712.81.933.401.47c0.0090.5018.002.726.003.28a1812.0092.002.4083.6096.501.10013.92.104.502.40c-d0.002.000.67w4a1912.4092.002.3883.6296.5000.40.133333333314.03333333332.124.502.38d2.0090.5018.672.826.003.18a2012.4093.101.1284.8896.501.10015.13333333332.283.401.12d-e1.001.000.33w5a15.0092.51.5084.5096.500.62.60.866666666716.62.504.001.50e3.0091.5020.003.025.001.981.29b15.0092.51.5984.41e-f0.001.750.58w6c15.0090.53.2882.72f4.7591.5020.583.115.001.89d17.0090.53.1882.82f-g0.000.000.00w7e18.0091.51.9884.02g4.7591.5020.583.115.001.89f19.7591.51.8984.11g-h0.000.000.00w8g19.7591.51.8984.11h4.7591.5020.583.115.001.89h19.7591.51.8984.11h-i2.002.000.67w9i21.7589.53.4982.51i6.7589.5023.253.517.003.49j23.2589.53.4282.58i-j0.001.500.50w10k25.7587.455.0380.97j8.2589.5023.753.587.003.421.58L28.2587.454.9181.09j-k2.052.500.83w11L128.2587.454.9181.09k10.7587.4526.634.029.055.03m33.2588.053.9682.04k-l0.002.500.83w12n34.2586.55.2380.77L13.2587.4527.474.149.054.912.55o35.2586.55.1880.82l-L10.000.000.00p35.25910.0086.00L113.2587.4527.474.149.054.912.55q33.259186.00L1-m0.605.001.67r33.259086.00m18.2588.0529.734.498.453.961.93s26.259086.00m-n1.551.000.33t26.259086.00n19.2586.5031.624.7710.005.23u19.7596.586.00n-o1.000.33v18.5596.586.0096.50o20.2586.5031.954.8210.005.18w15.5593.586.0096.50o-p4.50a15.0093.5086.0096.50p20.2591.0036.455.505.500.00a1093.5086.00083.0024.7035.2559.95Angka RembesanLane's : Cw =31.95/5.50=5.81>5.5OKKP-02 Bangunan Utama hal. 126, pasir sedang.Bligh's : Cb =59.95/5.50=10.90>10.5OKb.Kondisi Banjir RencanaMuka air hulu=98.85mMuka air hilir=94.32mHw=4.53mCw =7.55TitikKoordinatJalurLossesTekananVHH/3lwDh=lw/CwHH-Dhxy(m)(m)(m)(m)(m)(m)(m)a0.0093.5000.005.355.35a-b11.0015.005.00w1b0.0092.5016.002.126.354.23b-c2.000.000.00w2 + w3c0.0090.5018.002.388.355.97c-d0.002.000.67w4d2.0090.5018.672.478.355.88d-e1.001.000.33w5e3.0091.5020.002.657.354.70e-f0.001.750.58w6f4.7591.5020.582.737.354.62f-g0.000.000.00w7g4.7591.5020.582.737.354.62g-h0.000.000.00w8h4.7591.5020.582.737.354.62h-i2.002.000.67w9i6.7589.5023.253.089.356.27i-j0.001.500.50w10j8.2589.5023.753.159.356.20j-k2.052.500.83w11k10.7587.4526.633.5311.407.87k-l0.002.500.83w12L13.2587.4527.473.6411.407.76l-m0.000.000.00WSm18.2588.0527.473.6410.807.16m-n1.551.000.33n19.2586.5029.353.8912.358.46n-o1.000.33o20.2586.5029.683.9312.358.42o-p4.500.00p20.2591.0034.184.537.853.3224.1030.2554.35Angka RembesanLane's : Cw =29.68/4.53=6.56>5.5OKBligh's : Cb =54.35/4.53=12.01>10.5OKKontrol Banjir Q1000Muka air hulu=99.48mMuka air hilir=95.08mHw=4.40mCw =7.78TitikKoordinatJalurLossesTekananVHH/3lwDh=lw/CwHH-Dhxy(m)(m)(m)(m)(m)(m)(m)a0.0093.5000.005.985.980.000.00a-b11.0015.005.00w1b0.0092.5016.002.066.984.920.000.00b-c2.000.000.00w2 + w3c0.0090.5018.002.318.986.670.000.00c-d0.002.000.67w4d2.0090.5018.672.408.986.580.000.00d-e1.001.000.33w5e3.0091.5020.002.577.985.410.000.00e-f0.001.750.58w6f4.7591.5020.582.657.985.330.000.00f-g0.000.000.00w7g4.7591.5020.582.657.985.330.000.00g-h0.000.000.00w8h4.7591.5020.582.657.985.330.000.00h-i2.002.000.67w9i6.7589.5023.252.999.986.990.000.00i-j0.001.500.50w10j8.2589.5023.753.059.986.930.000.00j-k2.052.500.83w11k10.7587.4526.633.4312.038.600.000.00k-l0.002.500.83w12L13.2587.4527.473.5312.038.500.000.00l-m0.000.000.00WSm18.2588.0527.473.5311.437.900.000.00m-n1.551.000.33n19.2586.5029.353.7712.989.210.000.00n-o0.001.000.33o20.2586.5029.683.8212.989.160.000.00o-p4.500.000.00p20.2591.0034.184.408.484.0824.1030.2554.35Angka RembesanLane's : Cw =29.68/4.40=6.75>5.5OKBligh's : Cb =54.35/4.40=12.36>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 :96.50mTitikxyxykoordinatMuka air banjirhulu :98.85ma0.0093.50a0.0093.50( degradasi :1.00meter )hilir :94.32mw0.5593.500.55w0.5593.5051.4250v3.5596.503.003.00v3.5596.50331.92553.075u4.7596.50u-v1.20u4.7596.50458.375342.575Stilling basint11.2590.00t-r6.50t11.2590.001085.625427.513.2587.45s11.2590.00s11.2590.001012.51012.513.2590.001158.71251192.5r18.2590.00s-L0mr18.2590.001642.51012.518.2590.001642.51192.5q18.2591.00q18.2591.001642.51660.7518.2591.001642.51660.75p20.2591.00a=1.00mp20.2591.001842.751660.7520.2591.001842.751660.75o20.2586.50cut-off3.50mo20.2586.501842.751751.62520.2586.501842.751751.625n19.2586.50n19.2586.501665.1251751.62519.2586.501665.1251751.625m18.250.0088.051.95m18.2588.051578.6251694.962518.2588.051578.6251694.9625L213.2587.45L213.2587.451166.66251595.962513.2587.451166.66251595.962513.250.0087.45tebal lantai0.0013.2587.451158.71251158.712513.2587.451158.71251158.7125L13.250.0087.452.502.55----->1.95L13.2587.451158.71251158.712513.2587.451158.71251158.7125k10.7587.452.502.551.93k10.7587.45940.08751158.7125j8.2589.501.50j8.2589.50721.4625962.125i6.7589.502.002.00i6.7589.50604.125738.37514857.0514818.1h4.7591.50h4.7591.50425.125617.62519g4.7591.50g4.7591.50434.625434.625Lebar Bendung=15.00meterf4.7591.501.75f4.7591.50434.625434.625Tinggi Bendung=3.00metere3.000.0091.501.001.00e3.0091.50274.5434.625Tubuh Bendung=11.25meterd2.0090.502.00d2.0090.50183271.5Panjang Bendung=20.25meterc0.0090.503.00c0.0090.500181Lantai Hulu=15.00m~ Elevasi :93.50mb0.0092.501.00b0.0092.5000Kolam Olakan=9.00m~ Elevasi :90.00ma0.0093.513.256.00a0.0093.500010.0092.50Faktor AmanKondisi Pembebanan20.0098.85as bendung (x)4.1520655.737520514.462534.7598.8571NormalGempaQ100411.2591.00olakan (x)11.251Guling2.572.041.57520.2594.327.10( emax / e )2.361.421.080.0067.2594.322Penurunan2.061.602.05720.2594.323Geser2.771.611.400.004RembesanClane's5.81>5.5006.56CBligh's10.90>10.50012.01Koefisien 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=1,183m31Gaya dan Momena.Berat Bendung dan Gaya Akibat Gempa( Kh =0.150)PiasUraianGaya (ton)Lengan (m)Momen (ton.m)VHxyVHG10.5x3.00x3.00x2.30-10.41.610.77.1-110.710.9298.853G21.20x3.00x2.30-8.31.29.17.6-75.39.4W13G30.5x3.00x3.00x2.30-10.41.67.57.1-77.610.9R=1.50mv96.50uG42.00x3.00x2.30-13.82.112.34.6-169.19.4Kemiringan hulu=1.0045G51.00x2.00x2.30-4.60.710.85.1-49.53.5hilir=1.00450.5x1.00x1.00x2.30-1.20.210.93.7-12.60.6W1G1G2G34muka air banjir94.325G61.75x2.00x2.30-8.11.29.45.1-75.56.193.50aG70.00x2.00x2.300.00.08.55.10.00.0wG5G76.500.5x0.00x0.00x2.300.00.08.54.10.00.0beG6fG8G13G80.00x2.00x2.300.00.08.55.10.00.0G4G9qp91.00G92.00x4.00x2.30-18.42.87.54.1-138.011.26.05W2~390.50G10ts90.00r0.5x2.00x-2.00x2.304.6-0.77.82.736.0-1.9cdghG111.95G101.50x4.00x2.30-13.82.15.84.1-79.48.4jG122.55mGSmG112.50x6.05x2.30-34.85.23.83.0-130.515.8W6iEp4.500.5x2.50x-2.05x2.305.9-0.95.80.734.4-0.6W4W7L1G122.50x6.05x2.30-34.85.21.33.0-43.515.8W5W8kL87.45G130.5x3.50x3.50x2.3014.1-2.11.24.916.4-10.3W10WSno86.500.00x3.50x2.300.00.00.04.30.00.0W12Jumlah-133.820.1-874.789.211.259.00GS19.48x1.3025.3( stilling basin )b.Tekanan Air20.251Kondisi Debit RendahPiasUraianGaya (ton)Lengan (m)Momen (ton.m)VHxyVHW10.50x3.00x3.004.57.634.0W21.59x5.058.02.520.221.28109W30.50x3.45x5.058.73.429.3W40.5x(3.28+3.18)x2.006.512.379.2W50.5x(3.18+1.98)x1.002.610.928.2W60.5x(1.98+1.89)x1.753.49.431.8W70.5x(1.89+1.89)x0.000.08.50.0W80.5x(1.89+1.89)x0.000.08.50.0W90.5x(1.89+3.49)x2.005.47.842.2W100.5x(3.49+3.42)x1.505.25.829.8W110.5x(3.42+5.03)x2.5010.65.861.6W120.5x(5.03+4.91)x2.5012.41.315.5W130.5x(3.55+0.55)x3.00-6.29.2-56.6W140.50x4.50x4.50-10.10.5-5.6Jumlah39.811.1231.777.92Kondisi Debit Banjir RencanaPiasUraianGaya (ton)Lengan (m)Momen (ton.m)VHxyVHW10.5x(2.35+5.35)x3.0011.67.5587.2W24.23x5.0521.42.5354.0W30.50x3.64x5.059.23.3731.0W40.5x(5.97+5.88)x2.0011.812.25145.127.23168W50.5x(5.88+4.70)x1.005.310.9257.783546W60.5x(4.70+4.62)x1.758.29.3876.5W70.5x(4.62+4.62)x0.000.08.500.0W80.5x(4.62+4.62)x0.000.08.500.0W90.5x(4.62+6.27)x2.0010.97.8385.3w13w15W100.5x(6.27+6.20)x1.509.45.7553.8W110.5x(6.20+7.87)x2.5017.65.83102.6W120.5x(7.87+7.76)x2.5019.51.2524.4vuW133.55x2.35-8.39.48-79.0w14W140.5x(3.55+0.55)x3.00-6.29.20-56.6w16W150.50x2.35x1.20-1.47.30-10.3w17W160.50x4.32x4.32-9.31.44-13.5awW174.32x0.000.00.000.0W180.5x(3.32+7.82)x4.50-25.11.30-32.6Jumlah57.4417.03386.18139.53tc.Tekanan TanahLf=26.50g=1.65Ka =0.38Ea0.5x0.38x0.65x9.05^210.193.0230.75Kp =2.61Ep0.5x2.61x0.65x2.25^24.300.552.362Stabilitas Struktura.Debit Rendah-Keamanan terhadap Guling :Mt=-875tmMg=232+78+31=340tmFg=2.57>1.50Mo=Mt + Mg=-534ton.mH=11+6=17tonV=-134+40=-94tonL=13.25me=L/2 - Mo / V=0.94 tmin=1.93meter0f.Kontrol Q 100099.48mab-1000th95.08PiasUraianGaya (ton)Lengan (m)Momen (ton.m)VHxyVHW10.5x(2.98+5.98)x3.0013.47.6101.5W24.92x5.0524.92.562.8W30.50x3.68x5.059.33.431.3W40.5x(6.67+6.58)x2.0013.212.3162.2W50.5x(6.58+5.41)x1.006.010.965.4W60.5x(5.41+5.33)x1.759.49.488.1W70.5x(5.33+5.33)x0.000.08.50.0W80.5x(5.33+5.33)x0.000.08.50.0W90.5x(5.33+6.99)x2.0012.37.896.5W100.5x(6.99+6.93)x1.5010.45.860.0W110.5x(6.93+8.60)x2.5019.45.8113.2W120.5x(8.60+8.50)x2.5021.41.326.7W133.55x2.98-10.69.5-100.2W140.5x(3.55+0.55)x3.00-6.29.2-56.6W150.50x2.98x1.20-1.87.3-13.1W160.50x5.08x5.08-12.91.4-18.6175.08x0.000.00.00.0W180.5x(4.08x8.58)x4.50-28.51.3-37.1Jumlah60.719.1423.8158.5-Keamanan terhadap Guling :Mt=-875tmMg=424+159+31=613tmFg=1.43>1.00Mo=Mt + Mg=-262ton.mH=19+10=29tonV=-134+61=-73tonL=13.25me=L/2 - Mo / V=3.04L/62.21m-Keamanan terhadap Daya Dukung Tanah :s1=2V/ 3(L/2 -e)=13.59 direncanakan15.00mRumus Lacey's :R=0.47 * (q/f) ^ 1/3 * SFf=1.76*dm^0.5dm=1mmf=1.76q=7.77m3/dt/mSF=1.50Kedalaman gerusanR=1.16m---> direncanakan2.00mL=4 * R=4.63m---> direncanakan15.00mRumus Adachi's :H1=(H2/2) ( ((8q^2/(g.H2^3))+1)^0.5 - 1)H1=4.32m, kedalaman konjugasi di kolam olakH2=0.58m, coba-cobaH1 hit=4.32OKL=8 * H2=4.64m---> direncanakan15.00mRumus Bligh's :L=Lb - laLb=0.67 C ( Ha q f)0.5Ha=5.50m(el. Crest - el. M.a.h kondisi kering)q=7.77m3/dt/mf=1.50angka keamananC=12Bligh's coefficient, material pasir kasarLb=64.36total panjang bendung termasuk lantai apronLa=35.25L=29.11m---> direncanakan15.00mBerdasarkan tipe aliran :V1=( 2.g.1/2.H1 + Z)^0.5=5.44m/dty2 / yu=1/2 ((1+8Fru 2)-1)0.5Fru=V1 / (g yu)0.5yu=q/V1=1.43mFru=1.45y2=2.93mL=3.5 * y2=10.27m---> 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=95.25mHilir saluran=94.85mi=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=95.59mHilir saluran=95.19mRuas:BK.1a - BK.1Panjang saluran=1,738.00mDebit ( Q )=0.889m3/detElevasi dasar saluran:Hulu saluran=95.04mHilir saluran=94.51mi=0.000313,259k=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=0.41m/detikI R0.5=0.00023h=0.99Elevasi Muka Air:Hulu saluran=96.03mElevasi sawah=95.00mTinggi hilang=0.50mHilir saluran=95.50m

&L&F-&D

tanggulINTAKE KIRI+100.50qn=741L/det.Areal =375Ha.Qd=0.889m3/det.V=1.05m/det.H' =6.15m.Lpintu =1x1.00=1.00m.P. PENGURAS KT.LUMPUR KIRIz=0.15hpintu =1.20m.Vs =1.75m/det+76.00Weir+96.50z=0.10z =0.00917hs =0.51m.+96.35hn=0.95ABk =40CH' =-15.96m.Fr =0.78< 1+96.25In =0.00020+96.243+96.241z =0.04085Lpintu =1x1.0=1.0m.0.05Vn =0.40+96.209+96.203hpintu =2.49m.Vs=1.75m/det.0.95hnhf =0.51m.; h =0.420m.+95.25+95.300+95.293+95.291hnk =40A+95.260B+94.784hs+93.365+93.365+93.277Muka air hilir+93.506.3219.2417.1Is =0.012hfh+90.807C+92.857+92.857l =0.008033473110.00160.0+92.776+90.387+90.66731.410297.4L =237.74+69.00SUNGAI0.510OKPintu IntakeB =5.549519230811.00+95.2931hn=0.950.801.0b =4.60B=1.951.00+96.2090.80Potongan A-A0.95+95.2601.001.89+93.365B=1.95hs=0.5076130981+92.85711hn+95.291b =1.00.5080.000+94.784Potongan C-Cb =1.0Potongan B-B1122sambunganINTAKE KIRI+100.50Lpintu =1x1.0=1.0m.H' =4.50m.V =1.372m/det.qn=741L/det.Areal =375Ha.hpintu (hp) =23.73m.; z =0.15m.Qd=0.889m3/det.V=1.05m/det.H' =6.15m.P. PENGAMBILAN SALURAN KIRILpintu =1x1=1.00m.z=0.15hpintu =1.20m.Vs =1.75m/det+76.00Weir+96.50z=0.10z =0.00917hs =0.51m.+96.35hn=0.9495192308ABk =40C+96.25In =0.00020+96.243+96.241z =0.04085+96.204Alat Ukur Ambang Lebar0.05Vn =0.40+96.209+96.204+96.0540.95hnhp+72.30+95.25+95.300+95.293+95.291hn+72.40A+95.260B+94.784hs+93.365+93.365+93.277Muka air hilir+93.506.3219.2417.1Is =0.012+92.857hfh+90.807C+92.857+92.857l =0.008033473110.00160.0+92.776+90.387+90.6670.00.031.410297.4L =230.02+69.00SUNGAI0.51015.9267.75???Pintu IntakeB =6.0711.00+95.2931hn=1.470.801.0b =4.60B=2.47048076921.00+96.2090.80Potongan A-A1.47+95.2601.001.895+93.365B=2.4704807692hs=0.5076130981+92.85711hn+95.291b =1.00.5080.000+94.784Potongan 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