0000

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drawingsDaftar Gambar Desain AlternatipNoJudulSkalaDraftFinal1Peta Situasi Sungai Wariori1:2.000ok2Tataletak Bendung ( desain alternatip )1:2.000ok3Denah Umum bendung + tanggul banjir1:500ok4Denah Bendung1:100ok5Potongan Memanjang1:100ok6Potongan Melintang1:100ok7Pembilas Bendung1:1008Detail1:509Gorong2 pengumpul dan Saringan1:100ok10Kantong Pasir1:10011Bangunan Intake1:5012Tembok Pangkal Hulu & Pembesian1:10013Tembok Pangkal Hilir & Pembesian1:10014Tanggul Banjir1:100ok15Bangunan Ukur1:10016Pintu Air1:2017Potongan Memanjang Saluran Muka1:2.00018Potongan Melintang Saluran Muka1:100Check list parameter bendung1Hidrologidebit banjirQ100okdebit alur penuh/ penggerusanQ2okDebit andalan dan kebutuhan airQnok2Bendunglebar normal sungaiB?lebar bendungL< 120% Bdimensi saringan?dimensi gorong2 pengumpul?kantong pasir dan bangunan pengurasstabilitas struktur3StrukturData geoteknik: , c, , kh, koef rembesan?tembok pangkal hulutembok pangkal hilirbangunan pembilas dan pilarflume kantong pasir4Pintu air

POTongRencana Bendung BongkosoaDenah :+162.23++157.0025m+155.8070mPotongan Melintang :0Potongan Memanjang+0.00DekzerkM.AB = +0.00DEPARTEMEN PERMUKIMAN DAN PRASARANA WILAYAHPropinsi :+0.00KANTOR WILAYAH PROPINSI SULAWESI TENGAHSULAWESI TENGAHPROYEK IRIGASI SULAWESI TENGAHPekerjaan :p=0.000.00+0.00BAGIAN PROYEK IRIGASI WILAYAH BANGGAI & BANGGAI KEPULAUANPengukuran & Perencanaan+0.00+0.00B a g I a n :Bendung BongkosoaKabupaten :h = 1.00 mDenah, Pot Memanjang dan MelintangTOJO UNA-UNANo Register :b= 0.30 mINDOKOEI Co.LtdNo Lembar :0.0m0.0m0.0mTanggal :No KontrakKONSULTAN. INDOKOEI :

'''''NK

bendungBendung Tyrol Wariori6/14/13Q = C.B.H1.5original designC=1.50estimasi1Free Intake ( existing )Baku sawah=3,450HaKebutuhan air di intake=1.60L/det/HaDebit intake, Qn=5.52m3/detikElevasi dasar intake=103.75mElevasi muka air di saluran=104.75m2SungaiDebit Desain BanjirQ100=853m3/detik ,11.6259434023$16B=80lebar sungaielevasi dasar sungai113.68mQ1000=1006m3/detik ,118%H1000 =4.13m$1,00680.004.920.0015351417.7093.914.453.67525.32Debit Desain PenggerusanQ2=501m3/detik ,59%H100 =3.70m$853804.140.0015351348.4591.713.803.30297.06Q50=784m3/detik ,92%H25 =3.50m$784803.600.0015351300.5290.173.333.02124.96Q5=597m3/detik ,70%H5 =2.92m$597802.870.0015351237.4388.102.692.6326.25Estimasi lebar normal sungai :Charlton, 1977b=3.95Q20.47Lebar bendung, BqH2 =2.59mEL. M.A=116.27m$501802.300.0015351188.9086.492.182.28(69.96)=73m120% B889.69Hey & Thorne, 1983B=4.33Q20.527tebing tanpa pohon=3.33Q20.5271-5% semak/pohon=2.73Q20.5275-50% semak/pohon=2.33Q20.527>50% semak/pohon=52mKemiringan dasar sungaiI=0.0067max71Kekasaran relatifk=25Lebar sungai di hilir bendungb=200mKedalaman airH=( Q / b / k / I1/2 )3/2kondisi banjir desainH100=3.02mkondisi debit penuhH2=1.36mElevasi muka airkondisi banjir desain=116.70mkondisi debit penuh=115.04m---> desain cofferdam + 0.50 m =116.77QbhikmAPRVdQ cek3BendungCheck lebar normal sungaiElevasi dasar sungai di As bendung+113.68mHey & Thorne, 1983Elevasi mercu=115.68mHead tersedia =10.93mB =2.73Q20.5Q = k .B. H1.5 . I0.50.002602Tinggi mercu, p=2.00m=61mk=Elevasi lantai hulu=113.68mc =4.33tebing tanpa pohonI=Debit per satuan lebar, q=7.55m3/detik/m'KP-04 :q =12~14m3/detik/m'3.331-5% semak/pohonLebar bendung, B=112.98m---->113.002.735-50% semak/pohonEL.M.A=2.33>50% semak/pohonv=m/det4Tembok Pangkal BendungCharlton, 1977B=mQ=1,71 x B x Hu1,5B =3.95Q20.472.1281.5841188402Hu=2.69m=73mB=73mElevasi miuka air banjir hulu=118.37mQ2 =0.054B 2.128checkQ2 =501m3/detElevasi tembok pangkal hulu=119.50mLacey, 1930Tinggi jagaan=1.13mw =1.0~1.5mI =0.00055Q2- 0.333f1.667Elevasi miuka air banjir hilir=116.70mD50 =0mmElevasi tembok pangkal hilir=114.25m=0.00mTinggi jagaan=-2.45mw =1.0~1.5m5Peredam EnergiTipe:Bak Tenggelamref. KP-02Material sungai:batu, krikil, pasira.Kondisi banjir desainQ100=853m3/detq100=7.55m3/det/mHu=2.69mhc=1.80mHu/hc=1.507.50Elevasi dasar cekungan=115.68-7.50=108.18mKedalaman kolam terhadap dasar sungai=-2.68mJari-jari cekunganR/D2=2.10R=7.05m--->7.00Tinggi ambang hilir dari dasar cekungana=( 0.2 ~ 0.3 )D2=0.84m--->1.00mLebar ambang hilirb=2 a =1.68m2.00mE272.49

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tyrol1Saringan( ref. Pd T-01-2003)Debit intake, Qn=5.52m3/detikDebit pembilasan, Qd=120%Qn=6.62m3/detikLebar bendung, B=113.00mLebar bentang saringan=106.00m94%Lebar bendungDebit per satuan lebar, qd=0.06m3/detik/m'Diameter saringan=3.00cmJarak bersih, n=3.00cmJarak sumbu saringan, m=6.00cmKemiringan saringan, =5oTabel-1c=0.950b gorong23.69Tinggi air kritis di hulu saringanhc=( q2/g ) 1/3=0.07m0.50h1=c x hc=0.07mKoefisien sadap saringan=n / m=0.50=0.66 -0.16 ( m/h1)0.133cm3cm=0.72= . . Cos . (2g cos)0.5Saringan=1.59Panjang saringan, LLteoritik=2.561 q / ( . h11/2)=0.38mLmin=120% L0=0.46Ldesain=3.70m2Gorong-gorong PengumpulPanjang gorong-gorong=106.00mLebar dasar gorong-gorong=3.70mKemiringan dasarImin=0.20 x D9/7 / q6/7D : diameter butiran terbesar yang mungkin lolos saringan1.290.86=0.024D =30mmIdesain=0.0101.0%tcr =27N/m2( grafik Shields )3Pintu Pengatur Debit( titik kontrol hidraulik)Elevasi dasar pintu=113.00mdasar hulu =114.06d =2.68mh=1.62Kedalaman air di hilir gorong-gorong=1.50mElevasi muka air di hulu pintu=114.50mKecepatan air di pintuv=1.50m/detKehilangan tekananz=1.56xv2/2g=0.18mkedalaman intake dari mercuKapasitas aliran=B. (g.H3)1/2=15.76m3/det > Qdokh =2.68m- banjir skermElevasi muka air di hilir pintu=114.32mTingga bukaan banjir skerma=1.32-0.07=1.25mV = 0,8x(2g.z)0.5Tingga pintuH=1.50+0.10=1.60mLebar pintuB=Qd / v /a=3.53m=2x1.85=3.70m >3.530tinggi bukaan banjir skerm1.22mKedalaman air di hilir gorong-gorong=114.50-113.00=1.50mDrops=0.00Kedalaman air di hilir pintu=114.32-113.00=1.32m4Kondisi Operasi NormalDianggap air masuk gorong-gorong secara merataQn =5.52m3/detikAngka kekasarank=50.00q =0.05m3/detik/m'Kapasitas aliranQn=k x A x R2/3 x Ip1/2t =r. g.h.IeI = ( V / ( k R2/3 ))2r =2,650kg/m3 x =10.60E =( I1+I2 )/2 x XNoJarakEL. DasarQnhVEL.M.AWt > tcrsedimentasiA-m2P-mR-mVEIe EE=010.00113.005.521.500.99114.500.3620pengendapan5.556.700.830.99114.550.00051210.60113.114.971.400.96114.510.3518pengendapan5.196.500.800.96114.550.000500.01-0.00321.20113.214.421.310.91114.520.3416pengendapan4.836.310.770.91114.560.000480.01-0.00431.80113.323.861.210.86114.530.3314pengendapan4.476.120.730.86114.560.000450.00-0.00542.40113.423.311.110.81114.540.3212pengendapan4.115.920.690.81114.570.000420.00-0.00653.00113.532.761.020.73114.550.3110pengendapan3.765.730.660.73114.570.000380.00-0.00763.60113.642.210.920.65114.550.308pengendapan3.405.540.610.65114.580.000320.00-0.00874.20113.741.660.820.54114.560.295pengendapan3.045.340.570.54114.580.000250.00-0.00984.80113.851.100.720.41114.570.283pengendapan2.685.150.520.41114.580.000160.00-0.001095.40113.950.550.630.24114.580.281pengendapan2.324.950.470.24114.580.000060.00-0.000.951.00sin =0.09+115.68EL. Saringan115.18hulu0.50tinggi mercu dari saringan hulu115.24114.86hilir0.82tinggi mercu dari saringan hilirLmin22.86m+113.683.70+111.61Ld4.70mtg =0.09L=5.00dh =0.44El d/s =115.245Tinggi TekananElevasi muka airLosseshElevasi dasarMercu bendung115.68Hulu gorong-gorong114.581.10m0.63113.95Hilir gorong-gorong114.500.08m1.50113.001.98Hilir pintu pengatur debit114.320.18m1.32113.00bHulu Intake114.300.02m1.32114.28Q =5.5221.75Ambang Intake114.200.10m1.20113.00V =1.253.50Ambang Bangunan Ukur114.200.00m0.81113.39V =1.005.00Hulu Saluran Muka113.700.50m1.25112.45Total tekanan1.98m6Kondisi PembilasanDebit pembilasanQd=6.62m3/detikq =0.06m3/det E =0.05lossesPintu dibuka penuhhc=1.04mE =-0.00= 0 !!!Vc=3.19m/detikE1 =1.56mEo =1.61h0/hc =0.84Tinggi air di hilir gorong-gorongE0=E1+v12 / 2g+ Eh0 =0.87mVo =3.79 x =10.60E =( I1+I2 )/2 x XNoJarakEL. DasarQdhVEL.M.AWt > tcrsedimentasiA-m2P-mR-mVEIeturbulensi EE=010.00113.006.620.872.05113.870.9877terbilas3.235.450.592.05114.090.00337210.60113.115.960.821.96113.930.9370terbilas3.035.340.571.96114.120.003280.000.040.00321.20113.215.300.771.86113.980.8863terbilas2.845.240.541.86114.160.003140.000.030.00431.80113.324.640.721.75114.030.8255terbilas2.655.130.521.75114.190.002960.000.030.00542.40113.423.970.661.62114.090.7747terbilas2.455.020.491.62114.220.002740.000.030.00653.00113.533.310.611.47114.140.7239terbilas2.254.920.461.47114.250.002460.000.030.00763.60113.642.650.551.30114.190.6730terbilas2.044.800.421.30114.270.002120.000.020.00874.20113.741.990.491.10114.230.6322pengendapan1.814.680.391.10114.290.001700.000.020.00984.80113.851.320.560.64114.400.457pengendapan2.064.810.430.64114.430.000510.000.010.121095.40113.950.660.470.38114.420.443pengendapan1.734.640.370.38114.430.000220.000.00-0.007Saluran PengurasGorong-gorong HilirQd=6.62m3/detElevasi muka air113.87mv=1.50m/detKecepatanv =2.05m/detb=3.70mz =0.32mh=1.19mPintu Pengatur DebitEL. dasar hilir saluranm=0Elevasi muka air113.55mA=4.42mElevasi dasar113.00mp=b + 2.h.(1+m2)0.5=6.09h =0.55mR=A/p=0.73v =3.24m/detk=40z =0.09I=( v / k / R0.667 )2=0.0021576964=0.22%Panjang saluran penguras40.00mFr=v / ( g .h )0.5=0.4427N/m2ok

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Sheet35)Radius pada tumit BendungV1=Q/A1=Q / ( b x d1 )V1=0/0.0V1=0.00m/shv1=(V1)2/2ghv1=0.0/19.8hv1=0.00mH1=d1+hv1H1=0.00+0.00H1=0.00mF1=V1/V g. d1F1=0.00/0.00F1=0.00R1=( 5.361 x F1-1.67 ) x H1R1=0.00m(min)~4.5m6)Pemilihan Type BasinTypeITypeIIType IIIType IVV1=0.00m/sLII=15.27mLIII=9.82mLIV=9.83mF1=0.00h1=0.94mh1=0.94mh1=1.88mK=4.24w1=0.94mw1=0.94mw1=0.94md2=0.00mS1=0.94S1=0.94S1=2.35L / d1=23.2h3=0.80mL2=3.19mh3=1.29mL1=0.00mS3=0.60h2=1.07mw3=0.60S2=0.80w2=0.80h3=1.29m

&C3

Sheet4Selama bilangan Froude F1 = 3.33yang mana berada daintara 2.5 dan 4.5Gunakanlah Basin Type IVDimensi dari Type IV ini dapat dilihat padagambar dibawah ini :10.00

&C41.88 m1.15 m0.95 m2.35 m1.29 m0.50 m

tyrol (2)1Saringan( ref. Pd T-01-2003)Debit intake, Qn=5.52m3/detikDebit pembilasan, Qd=120%Qn=6.62m3/detikLebar bendung, B=113.00mLebar bentang saringan=30.00m27%Lebar bendungDebit per satuan lebar, qd=0.22m3/detik/m'Diameter saringan=3.00cmJarak bersih, n=3.00cmJarak sumbu saringan, m=6.00cmKemiringan saringan, =5oTabel-1c=0.950b gorong23.69Tinggi air kritis di hulu saringanhc=( q2/g ) 1/3=0.17m0.50h1=c x hc=0.16mKoefisien sadap saringan=n / m=0.50=0.66 -0.16 ( m/h1)0.133cm3cm=0.65= . . Cos . (2g cos)0.5Saringan=1.43Panjang saringan, LLteoritik=2.561 q / ( . h11/2)=0.98mLmin=120% L0=1.18Ldesain=3.70m2Gorong-gorong PengumpulPanjang gorong-gorong=30.00mLebar dasar gorong-gorong=3.70mKemiringan dasarImin=0.20 x D9/7 / q6/7D : diameter butiran terbesar yang mungkin lolos saringan1.290.86=0.008D =30mmIdesain=0.0101.0%tcr =27N/m2( grafik Shields )3Pintu Pengatur Debit( titik kontrol hidraulik)Elevasi dasar pintu=113.00mdasar hulu =113.30d =2.68mh=2.38Kedalaman air di hilir gorong-gorong=1.50mElevasi muka air di hulu pintu=114.50mKecepatan air di pintuv=1.50m/detKehilangan tekananz=1.56xv2/2g=0.18mkedalaman intake dari mercuKapasitas aliran=B. (g.H3)1/2=15.76m3/det > Qdokh =2.68m- banjir skermElevasi muka air di hilir pintu=114.32mTingga bukaan banjir skerma=1.32-0.07=1.25mV = 0,8x(2g.z)0.5Tingga pintuH=1.50+0.10=1.60mLebar pintuB=Qd / v /a=3.53m=2x1.85=3.70m >3.530tinggi bukaan banjir skerm1.22mKedalaman air di hilir gorong-gorong=114.50-113.00=1.50mDrops=0.00Kedalaman air di hilir pintu=114.32-113.00=1.32m4Kondisi Operasi NormalDianggap air masuk gorong-gorong secara merataQn =5.52m3/detikAngka kekasarank=50.00q =0.18m3/detik/m'Kapasitas aliranQn=k x A x R2/3 x Ip1/2t =r. g.h.IeI = ( V / ( k R2/3 ))2r =2,650kg/m3 x =3.00E =( I1+I2 )/2 x XNoJarakEL. DasarQnhVEL.M.AWt > tcrsedimentasiA-m2P-mR-mVEIe EE=010.00113.005.521.500.99114.500.3620pengendapan5.556.700.830.99114.550.0005123.00113.034.971.400.96114.430.4318pengendapan5.196.500.800.96114.480.000500.00-0.0736.00113.064.421.310.91114.370.4916pengendapan4.836.310.770.91114.410.000480.00-0.0749.00113.093.861.210.86114.300.5614pengendapan4.476.120.730.86114.340.000450.00-0.07512.00113.123.311.110.81114.230.6312pengendapan4.115.920.690.81114.260.000420.00-0.07615.00113.152.761.020.73114.170.6910pengendapan3.765.730.660.73114.190.000380.00-0.07718.00113.182.210.920.65114.100.768pengendapan3.405.540.610.65114.120.000320.00-0.07821.00113.211.660.820.54114.030.835pengendapan3.045.340.570.54114.050.000250.00-0.07924.00113.241.100.720.41113.960.893pengendapan2.685.150.520.41113.970.000160.00-0.071027.00113.270.550.630.24113.900.961pengendapan2.324.950.470.24113.900.000060.00-0.080.271.00sin =0.09+115.68EL. Saringan115.18hulu0.50tinggi mercu dari saringan hulu115.24114.86hilir0.82tinggi mercu dari saringan hilirLmin22.86m+113.683.70+111.61Ld4.70mtg =0.09L=5.00dh =0.44El d/s =115.245Tinggi TekananElevasi muka airLosseshElevasi dasarMercu bendung115.68Hulu gorong-gorong113.901.78m0.63113.27Hilir gorong-gorong114.50-0.60m1.50113.001.98Hilir pintu pengatur debit114.320.18m1.32113.00bHulu Intake114.300.02m1.32114.28Q =5.5221.75Ambang Intake114.200.10m1.20113.00V =1.253.50Ambang Bangunan Ukur114.200.00m0.81113.39V =1.005.00Hulu Saluran Muka113.700.50m1.25112.45Total tekanan1.98m6Kondisi PembilasanDebit pembilasanQd=6.62m3/detikq =0.22m3/det E =0.05lossesPintu dibuka penuhhc=1.04mE =-0.00= 0 !!!Vc=3.19m/detikE1 =1.56mEo =1.61h0/hc =0.84Tinggi air di hilir gorong-gorongE0=E1+v12 / 2g+ Eh0 =0.87mVo =3.79 x =3.00E =( I1+I2 )/2 x XNoJarakEL. DasarQdhVEL.M.AWt > tcrsedimentasiA-m2P-mR-mVEIeturbulensi EE=010.00113.006.620.872.05113.870.9877terbilas3.235.450.592.05114.090.0033723.00113.035.960.901.78113.930.9258terbilas3.355.510.611.78114.100.002470.000.010.0036.00113.065.300.921.56113.980.8844terbilas3.405.540.611.56114.100.001860.000.010.0049.00113.094.640.921.36114.010.8434terbilas3.425.550.621.36114.110.001400.000.000.00512.00113.123.970.921.16114.040.8125pengendapan3.425.550.621.16114.110.001030.000.000.00615.00113.153.311.090.82114.240.6113pengendapan4.055.890.690.82114.280.000440.000.000.16718.00113.182.650.711.00113.890.9618pengendapan2.645.130.511.00113.940.000980.000.00-0.34821.00113.211.990.640.84113.851.0113pengendapan2.374.980.480.84113.890.000750.000.00-0.06924.00113.241.320.560.64113.801.067pengendapan2.064.810.430.64113.820.000510.000.00-0.071027.00113.270.660.470.38113.741.123pengendapan1.734.640.370.38113.750.000220.000.00-0.077Saluran PengurasGorong-gorong HilirQd=6.62m3/detElevasi muka air113.87mv=1.50m/detKecepatanv =2.05m/detb=3.70mz =0.32mh=1.19mPintu Pengatur DebitEL. dasar hilir saluranm=0Elevasi muka air113.55mA=4.42mElevasi dasar113.00mp=b + 2.h.(1+m2)0.5=6.09h =0.55mR=A/p=0.73v =3.24m/detk=40z =0.09I=( v / k / R0.667 )2=0.0021576964=0.22%Panjang saluran penguras40.00mFr=v / ( g .h )0.5=0.4427N/m2ok

Page &P&R&FPage &P&R&Z&F

INPUTDimensi Bendung TyroljihTitikXY1k10.00113.68aElevasi dasar sungai20.00111.883dehulu113.6830.50111.882bchilir111.6140.50112.88Muka air banjir53.70112.8897.40112.88fg1.67hulu118.3763.70111.88107.40111.88hilir116.7074.20111.88117.90111.88Muka air normal84.20112.88127.90112.884.07hulu115.6897.40112.881311.10112.88hilir111.61107.40111.881411.10111.88117.90111.881511.60111.88Elevasi Lantai hulu113.68127.90112.881611.60112.88t0.801311.10112.88a18.50112.88L18.501411.10111.88b18.50108.18koperan1511.60111.88c19.50108.18d1.001611.60112.88d20.50111.18t0.50a18.50112.88e27.00111.18b18.50108.18f29.00108.18Bendungc19.50108.18g32.00108.18lebar gorong24.00d20.50111.18g'32.00111.00elevasi dasar gorong2113.00e27.00111.18h27.76115.24dinding hulu gorong21.00f29.00108.18121.76115.68= idinding hilir gorong22.00g32.00108.18221.76113.00tg =0.09elevasi dasar tyrol111.18g'32.00111.00325.76113.000.08748866350.44el. koperan hulu108.18h27.76115.24425.76115.33bawah1.00i21.76115.68i21.76115.68atas2.00j20.76115.68j20.76115.68el. koperan hilir108.18k18.50113.68k'18.76113.68bawah3.00k18.50113.68atas5.00Elevasi mercu115.6817.40113.68tg =Kolam olakElevasi lantai hulu113.68g-h7.06el. Cekungan109.18tinggi mercu2.002.00tebal kolam1.00kemiringan hulu1.00elevasi dasar kolam108.18kemiringan hilir1.00el. Koperan106.18panjang bendung13.50-3.50kedalaman5.43panjang lantai hulu18.50

&C5

INPUT

seepageRembesanFoundationBligh'sLane'sSilty sand or clay188.501Kondisi NormalFine sand157.00Lantai huluMedium sand146.00Muka air hulu=115.68mn =5Coarse sand125.00Muka air hilir=111.61ma =3.70mGravel114.00d =1.00mCoarse gravel103.50Hw=4.07mCw =8.40L =18.50mSandy gravel93.25Cobble stone with gravel83.00TitikKoordinatJalurLossesTekananRock with Cobblestone and gravel72.50VHH/3lwDh=lw/CwHH-DhRock with gravel and sand52.00xy(m)(m)(m)(m)(m)(m)(m)Soft clay-3.00Medium clay-2.0010113.68lantai hulu00.002.002.001-a10.0018.506.17a18.50112.8816.171.922.800.88heavy clay-1.80a-b4.700.000.00w1Hard clay-1.60b18.50108.1820.872.487.505.02b-c0.001.000.33w2 + w3c19.50108.1821.202.527.504.98c-d3.001.000.33w4d20.50111.1824.532.924.501.58d-e0.006.502.17w5e27.00111.1826.703.184.501.32e-f3.000.000.00w6f27.00108.1829.703.547.503.96f-g0.005.001.67tebal lantai kolamw7check tebal lantaig32.00108.1831.373.737.503.770.87tebal lantai kolam3.50okg-h2.820.000.00w8beton2.30g'32.00111.0034.194.074.680.61tebal air2.4323.5232.0055.52( Hw )Angka RembesanCoarse sandLane's : Cw =31.37/4.07=7.71>5.00okKP-02 Bangunan Utama hal. 126, pasir sedang.Bligh's : Cb =55.52/4.07=13.64>12.00ok2Kondisi Banjir RencanaMuka air hulu=118.37mMuka air hilir=116.70m>115.68Elevasi mercu bendungHw=1.67mCw =20.45TitikKoordinatJalurLossesTekananVHH/3lwDh=lw/CwHH-Dhxy(m)(m)(m)(m)(m)(m)(m)10113.68lantai hulu00.004.694.691-a10.0018.506.17a18.50112.8816.170.795.494.70a-b4.700.000.00w1b18.50108.1820.871.0210.199.17b-c0.001.000.33w2 + w3c19.50108.1821.201.0410.199.16c-d3.001.000.33w4d20.50111.1824.531.207.195.99d-e0.006.502.17w5e27.00111.1826.701.317.195.89e-f3.000.000.00w6f27.00108.1829.701.4510.198.74f-g0.005.001.67tebal lantai kolamw7g32.00108.1831.371.5310.198.660.747.52okg-h2.820.000.00w8g'32.00111.0034.191.677.375.705.7023.5232.0055.52Angka RembesanLane's : Cw =31.37/1.67=18.76>5.00okBligh's : Cb =55.52/1.67=33.20>12.00ok

&R&"Times New Roman,Italic"&11Draft Bendung Randangan&L&"Times New Roman,Italic"&11Alopohu Weir Calculation&C&"Times New Roman,Regular"&13&N

Sheet9Perhitungan Stabilitas BendungBongkosoaUntuk perhitungan Stabilitas Bendung kita tinjau bangunan Utama dari Bendung yaitu potonganX - X sampai Y - Y240OY3238.5Y6238.00R =5 mY2237Y4Y8236.00Y1Y515.0m6.0mx97.0mx8x1 =11.0my1=2.30mx7x2 =10.7my2 =3.70mx6x3 =9.00my3=5.17mx5x4 =8.50my4 =2.80mx4x5 =4.50my5 =2.25mx3x6 =2.50my6 =4.25mx2x7 =2.33my7 =0.33mx1x8 =1.3333333333my8 =1.87mx9 =1.00my9 =0.60ma)Gaya berat Bendung(Pasangan = 2 t/m3)BagianLuast/m3Berat12.0x1.0=2.00m22.44.80t/m22.7x1.0=2.70m22.46.48t/m33.0x0.25=0.75m22.41.80t/m43.0x4.5=13.5m22.432.40t/m55.0x3.5=17.5m22.442.00t/m61.0x0.5=0.5m22.41.2t/m70.5x0.25=0.13m22.40.30t/m82.5x1.0=2.50m22.46.00t/m92.0x1.2=2.40m22.45.76t/mn =9Tot F=42.0m2Tot W =100.7t/mb)Titik tangkap Gaya Berat BendungBagianLuasJarak ttk BeratJarak ttk BeratStatis MomenStatis Momenke pot x - xke bidang dasarSY = F.XSX = F.Y12.00m211.0m2.30m22.004.6022.70m210.7m3.70m28.8010.030.75m29.0m5.17m6.753.87413.5m28.5m2.80m114.837.8517.5m24.5m2.25m78.839.460.5m22.5m4.25m1.32.170.13m22.3m0.33m0.290.0482.50m21.3m1.87m3.334.6792.40m21.0m0.60m2.41.44n =1142.0m2SY =258.3SX =103.9Absis ttk tangkap:X=6.15mOrdinat ttk tangkap:Y=2.48m

&C9YYX+157,00XYW1W2W3W4W5W6W7W8W9Y7Y9+ 234.75

Sheet10Perhitungan Stabilitas BendungC)Tekanan tanah pada bidang kontak Vertical dibawah+ 351.00DekzerkM.AB =+ 349.50+ 344.00O+ 343.20R =5 m+ 341.20+ 341.00+ 340.005.0m6.5m7.0mAmbil O = 30oKa =tan 2 ( 45o - O/2 ) =tan 2 ( 45o - 30o/2 ) =tan 2 ( 30o ) =0.33Kp =tan 2 ( 45o+ O/2 ) =tan 2 ( 45o+ 30o/2 ) =tan 2 ( 60o ) =3.00gSub= (1.60-1.00) =0.60t/m3Tekanan tanah aktif :F3=1/2 xgh2KaF3=1/2 x0.60(1.3)20.33F3=0.17tonY F3=0.9333333333mF4=1/2 xgh2KpF4=1/2 x0.60(0,5)23.00F4=0.23tonY F4=0.166mD)Tekanan Lumpur+ 351.00DekzerkM.AB =+ 349.50+ 344.00O+ 343.20h =2.80R =5 m+ 341.20+ 341.00+ 340.005.0m10.0m7.0mg=1.60t/m3P1=1/2 xgh2g=0.60t/m3P1=0.500.701.000.49Ambil O=20oP1=0.1716017088tonSin 20o=0.34P2=1/2 xg0.50hP2=0.500.700.501.00P2=0.18ton

&C10SubSubSubSub1 - Sin O 1 + Sin OxxxSubxxSubLumpur+342.50Lo+342.50LoF3F4P1

Sheet11Perhitungan Stabilitas BendungE)Gaya Hydrostatis Air1)Air Normal( Dianggap setinggi mercu )+ 351.00DekzerkO+ 344.00h =2.80+ 343.20R =5 m+ 341.20=341.00+ 340.005.0m16.0m10.0m7.0mg=1.00t/m3F1=1/2 xgh2F2=1/2 xg0.50hF1=0.501.007.84F2=0.501.000.502.80F1=3.92tonF2=0.70ton1)Air Banjir+ 351.00DekzerkM.AB =+ 349.5C+ 344.00+343.20+ 343.20R =5 m+ 341.20+ 341.00+ 340.0016.0m5.0m6.5mO339.57.0mg=1.00gF1=h1 xg( h - h2 )F2=1/2 xgh12h 7 =3.062.53F1=2.701.0(2,53)F2=0.501.006.05162.70F1=2.701.02.53F2=3.65tonF1=6.83tonF3=1.002.53F4=0.50.6150.25F3=1.002.53F4=0.08tonF3=2.53tonF5=1/ 2. h3 x h3F6=1/ 2. h4 x h4F7=1/ 2. h5 x h5F5=0.50tonF6=0.13tonF7=-4.71245tonYF5=1.167mYF6=0.17mYF7=2.72m

&C11waterxxwaterxxxxWaterwxxwxxxxxh3ggg+342.50Lo+ 342.50LowF1F2F1F2F3F4F5F6F7F3xxxY2

Sheet12Perhitungan Stabilitas BendungF)Gaya Gempa+ 351.00DekzerkM.AB =+ 349.50+ 344.00O+ 343.20R =5 mA+ 341.20+ 341.00PDE+ 340.00B6.0mFHIJMNO6.5m9.0mGKoeff Gempa :a=0.07(Lihat peta )KGaya Gempa :Fg=aWFg=0.0734.90Fg=2.44tonX =6.15mY =2.48mG)Gaya Uplift1)Air Normal :DHn=2.60mLx=Panjang bidang kontak dari A sampai ttk xSL=0.00mL=Panjang bidang kontak dari A sampai ttk TH=Beda tinngi m.a diudik dan m.a dihilir Bendung.Hx=Beda tinggi m.a diudik sampai ttk xTitikHxPanjang BidangSLxUpliftKeterangan(m)Kontak LxSLPressure(1)(2)(3)(4)(2) - (4) = (5)LxSAELV2.802.80A-B3.0B5.803.003.000.275.53B-C0.8C5.800.273.270.305.50C-D2.0D3.802.005.270.483.32D-E5.0E3.801.676.930.633.17F-F2.0F5.002.008.930.814.19F-G2.5G8.002.5011.431.046.96G-H2.5H5.002.5013.931.273.73H-I8.0I5.002.6716.601.513.49I-J1.0J5.501.0017.601.603.9J-K2.5K7.502.5020.101.835.7K-L2.5L5.502.5022.602.053.4L-M8.0M5.502.6725.272.303.2M-N1.0N5.801.0026.272.393.4N-O1.0O5.800.3326.602.423.4O-P2.0P3.802.0028.602.601.228.60

&C12xxx Hn ( t/m3)Lx+ 342.50LoCL

Sheet13Perhitungan Stabilitas BendungG)Gaya- gaya Uplift(Air Normal ):5.503.002.330.500.33QR = SU1=0.00ton0.000.000.00U2=0.00tonU3=0ton0.00U4=0tonU5U5=4.150tonNoBesarJarak Garis KerjaM x-x (momen)KeteranganGayaGaya Upliftdari pot x - x(ton m)U1=0.000tonXU1=0.33m0.000tmU2=0.000tonXU2=0.50m0.000tmU3=0.000tonXU3=2.33m0.000tmU4=0.000tonXU4=3.00m0.000tmU5=4.150tonXU5=5.50m22.825tmS=0.000S=0.000Garis kerja Gaya-gaya Uplift terhadap garis potong x - xX=0.00mGaya2 horizontal tekanan Air dibawah Bendung0.00QU0.001.253.600.00RV0.00H1=1.00 x 1.25=0.00tonH2=0.5 x w x h2=0.78tonH3=2.26 x 3.6=0.00tonH4=0.5 x w x h2=6.48tonNoBesarJarak Garis KerjaM y-y (momen)KeteranganGayaGayake bid dasar(ton m)H1=0.000tonYH1=0.63m0.00tmH2=0.781tonYH2=0.42m0.33tmH3=0.000tonYH3=1.80m0.00tmH4=6.480tonYH4=1.20m7.78tmS=0.000S=0.000tmGaris kerja Gaya-gaya horizontal tekanan air dibawah Bendung :Y=0.00m

&C13U1U2U3U4UiM x-xH1H2H3H4HiM y-y

Sheet14Perhitungan Stabilitas BendungG)Gaya Uplift1)Air BanjirDHb=8.30mLx=Panjang bidang kontak dari A sampai ttk xSL=0.00mL=Panjang bidang kontak dari A sampai ttk TH=Beda tinngi m.a diudik dan m.a dihilir Bendung.Hx=Beda tinggi m.a diudik sampai ttk xTitikHxPanjang BidangSLxUpliftKeterangan(m)Kontak LxSLPressure(1)(2)(3)(4)(2) - (4) = (5)LxSA5.23B8.233.003.000.877.36C8.230.273.270.957.28D6.232.005.271.534.70E6.231.676.932.014.22F7.532.008.932.594.94G10.532.5011.433.327.21H7.532.5013.934.043.49I7.532.6716.604.822.71J8.031.0017.605.112.92K10.532.5020.105.834.70L8.032.5022.606.561.47M8.032.6725.277.330.70N8.331.0026.277.620.71O8.330.3326.607.720.61P6.332.0028.608.30-1.9728.60+ 351.00DekzerkM.AB = +349.50+ 344.00O+ 343.20R =5 mA+341.20+ 341.00PDE+ 340.00BCFHI6.0mJLMNO6.5m9.0mGK

&C14x Hb ( t/m3)Lx+342.50Lo

Sheet16Kontrole Stabilitas Bendung thd Gaya2 yang bekerja1)Air Normal+ 344.00h =2.80+ 343.20+ 341.200.81mEl ++ 341.00El ++ 340.00Gaya-gaya Horizontal & Garis kerjanya.NoBesarJarak Garis KerjaM y-y (momen)KeteranganGayaGaya(ton)ke bid dasar(ton m)P1=0.17tonYP1=3.90m0.67tmF1=3.65tonYP2=3.90m14.22tmFg=2.44tonYFg=2.48m6.05tm70%H'=0.00tonYH'=0.00m0.00tmF3=0.17tonYF3=0.93m0.16tmF4=0.23tonYF4=0.17m0.04tmS=0.00tonS=0.00tmGaris kerja Gaya-gaya horizontal pada Bendung :Y=0.00mGaya-gaya Vertical & Garis kerjanya.NoBesarJarak Garis KerjaM x - x (momen)KeteranganGayaGaya(ton)dari pot x - x(ton m)P2=0.18tonXP2=0.30m0.05tmW=100.7tonXw=6.15m620.0tm70%U=0.0tonXu=0.00m0.00tmF2=0.70tonXF2=0.30m0.21tmS=0.00tonS=0.0tmGaris kerja Gaya-gaya Vertical dari pot x - x :X=0.00mEexentrisitas :R=S+Sdari ttk tengah bidang dasarSSSe=0.0m1/ 6 B=1.17m>eResultante gaya didalam Kern (OK )

&C16F1h = 3 mF2P1P2HMFgWF4F3VMVHVHY xX xVe =+342.50Y

Sheet18Kontrole Stabilitas Bendung thd Gaya2 yang bekerja1)Air Banjir+ 344.00h =2.80+ 343.20+ 341.200.81mEl ++154,50El ++154,00Gaya-gaya Horizontal dan garis kerjanya :NoBesarJarak Garis KerjaM y-y (momen)KeteranganGayaGaya(ton)ke bid dasar(ton m)F1=6.83tonYF1=4.35mMF1=29.71tmF2=3.65tonYF2=3.90mMF2=14.22tmF5=0.50tonYF5=1.17mMF5=0.58tmF6=0.13tonYF6=0.17mMF6=0.02tmF7=-4.71tonYF7=2.72mMF7=-12.82tmFg=2.44tonYFg=2.48mMFg=6.05tmP1=0.17tonYP1=3.90mMP1=0.67tm70%Hi=0.00tonYH1=0.00mMH1=0.00tmS=0.00tonS=0.00tmY=0.00mGaya-gaya Vertical & Garis kerjanya.NoBesarJarak Garis KerjaM x - x (momen)KeteranganGayaGaya(ton)dari pot x - x(ton m)F3=2.53tonXF3=10.50mMF3=26.57tmF4=0.08tonXF4=10.66mMF4=0.81tmP2=0.18tonXP2=10.66mMP2=1.87tmW=100.74tonXw=6.15mMw=620.0tmS=103.52tonS=649.22tmGaris kerja Gaya-gaya Vertical dari pot x - x :X=6.27mEexentrisitas :R=S+Sdari ttk tengah bidang dasarS-SSe=0.00m1/ 6 B=1.17m>eResultante gaya didalam Kern (OK )

&C18HMVMVHe =HVVYXF1h =F2P1P2FgWF5F6+342.50F7

safety factorSYARAT KEAMANAN - KP 06fB=30.00ocB=0.00t/m2gs'=1.00t/m3(=gsat-gw)Daya dukung tanahqu=(a x c x Nc) + (gsoil' x z x Nq) + (b x gsoil x B x Ng)1N-SPT=40Shape factor (Table 2.5 of KP-06)qu=N/8=5.00kg/cm2qa=qu/3=1.67kg/cm2a=1.10b=0.50z=5.50m2qu=c Nc + g D Nq + 0.5 g B Ng15.65kg/cm2B=3.00mqa=qu/3qa=5.22kg/cm2used :1.67kg/cm2a.Keamanan terhadap Daya dukung tanahShape of footingabNoKondisi PembebananKenaikanqa ( t/m2)1strip1.000.50Tegangan Izin2square1.300.401Normal0%16.673rectangular, B x L1.100.402Normal + Gempa20%20.00(B < L)(= 1.09 + 0.21 B/L)3Banjir Rencana20%20.00(B > L)(= 1.09 + 0.21 L/B)4Banjir Rencana + Gempa50%25.004circular, diameter = B1.300.305Banjir Rencana + Beban Sementara30%21.67( Periode pelaksanaan )Bearing capacity factor (Figure 2.3 of KP-06, by Capper)b.Keamanan terhadap GulingNc=36.0Nq=23.0Ng=20.0NoKondisi PembebananFg = Mt / MgefNcNqNg05.70.00.01Normal1.50%L/657.01.40.02Normal + Gempa1.320%L/5109.02.70.23Banjir Rencana1.320%L/51512.04.52.34Banjir Rencana + Gempa1.150%L/42017.07.54.75Banjir Rencana + Beban Sementara1.230%L/4,62524.013.09.5( Periode pelaksanaan )3036.023.020.03557.044.041.0c.Keamanan terhadap Geser3770.050.055.039>82.050.073.0NoKondisi PembebananFs = fxV / H(a x c x Nc)=01Normal1.52Normal + Gempa1.3(gsoil x z x Nq)=1273Banjir Rencana1.34Banjir Rencana + Gempa1.1(b x gsoil x B x Ng)=305Banjir Rencana + Beban Sementara1.2( Periode pelaksanaan )qu=157t/m2Kondisi 4 dan 5 tidak ditinjau, peluang kejadian amat kecil

&R&"Times New Roman,Italic"Caturbina Guna Persada&L&"Times New Roman,Italic"Alopohu Weir Calculation&C&"Times New Roman,Regular"&12&N

stabilitasStabilitas:Bendung Tyrol Wariorioriginal designKonstruksi:BetonINPUT DIMENSIElevasi mercu bendung:115.68mElevasi muka air banjir hulu:118.37mTitikxyElevasi muka air banjir hilir:116.70mdasar sungaiElevasi dasar sungai hilir:111.61mk18.50113.6832.00111.61degradasi:2.00mj20.76115.6839.76111.61i21.76115.68121.76115.68221.76113.00325.76113.00425.76115.33h27.76115.24g'32.00111.00g32.00108.18titik gulingf29.00108.18e27.00111.18d20.50111.18c19.50108.18b18.50108.18a18.50112.8815.30112.8815.30111.8814.80111.8814.80112.88Lebar Bendung=113.00meter11.60112.88Tinggi Bendung=2.00meter11.60111.88Tubuh Bendung=13.50meter11.10111.88Panjang Bendung=13.50meter11.10112.88Lantai Hulu=18.50m~ Elevasi :113.68m127.90112.88Elevasi Kolam Olakan :109.18m117.90111.88107.40111.88Faktor AmanKondisi Pembebanan97.40112.8884.20112.88NormalGempaQ10074.20111.881Guling2.791.98?min. 1,363.70111.88( e/emax < 1 )0.320.690.000.170.0053.70112.88ji2Daya dukung tanah1.9901.4409.47040.50112.883Geser3.66?6.610.0030.50111.884RembesanClane's7.71>5.00023.4820.00111.88hCBligh's13.64>12.00044.6910.00113.681kk18.50113.68Koefisien GempaKh=0.2430.00118.37ag'Parameter Tanah PondasifB=30018.50118.37cB=0.00kg/cm227.76117.03degs'=1.00ton/m330.76115.242bcKoefisien gesekan, f=0.6033.76116.70N-SPT=40sa =1.67kg/cm26.0036.76116.70k=10-3 ~ 10-5cm/detik7.0039.76116.70Lantai Hulut=0.80mcut off :d =1.00mfgL =3.70mn =5ruasVolume=8,014m31Gaya dan MomenTITIK GULING - G32.00108.18a.Berat Bendung (V) dan Gaya Gempa (H)( Kh =0.243)13.507.50TYPICAL TYROLPiasUraianGaya (ton)Lengan (m)Momen (ton.m)VHxyVHG11/2x2.26x2.00x2.30-5.201.2612.756.17-66.277.79G21.00x2.00x2.30-4.601.1210.746.50-49.427.27G33.26x0.68x2.30-5.101.2411.875.16-60.536.39G413.50x1.82x2.30-56.5213.736.753.91-381.5953.70G51.00x3.00x2.30-6.901.6813.001.50-89.722.52G61/2x1.00x3.00x2.30-3.450.8412.172.00-41.981.68G71/2x2.00x0.09x2.30-0.200.055.587.09-1.120.35G82.00x2.24x2.30-10.322.515.245.94-54.0814.89G91/2x2.00x3.00x2.30-6.901.683.672.00-25.303.35G103.00x3.00x2.30-20.705.031.501.50-31.057.55Jumlah-119.8929.13-801.07105.48-7.59gempagempab.Tekanan Air1Kondisi Debit Rendah/ Normalgw =1t/m3PiasUraianGaya (ton)Lengan (m)Momen (ton.m)VHxyVHW1-H1/2x7.50x7.5028.132.5070.31W2-H0.00x0.000.000.000.00W3-U1/2x (5.02+4.98) x1.005.0013.0064.96W4-U1/2x (4.98+1.58) x1.003.2812.0039.34W5-U1/2x (1.58+1.32) x6.509.438.2577.82W6-U1/2x (1.32+3.96) x2.005.294.0021.14W7-U1/2x (3.96+3.77) x3.0011.591.5017.39W8-H1/2x3.43x3.43-5.881.14-6.73Jumlah34.5822.24220.6563.59f = tg ff = H/V2Kondisi Debit Banjir RencanaV/H min = FS/f2.500ffPiasUraianGaya (ton)Lengan (m)Momen (ton.m)00.000VHxyVH50.010W1-H1/2x7.50x7.5028.132.5070.31100.030W2-H2.69x2.697.251.359.76150.070W3-U1/2x (9.17+9.16) x1.009.1613.00119.15200.130W4-U1/2x (9.16+5.99) x1.007.5712.0090.91250.220W5-U1/2x (5.99+5.89) x6.5038.628.25318.67300.330W6-U1/2x (5.89+8.74) x2.0014.634.0058.50350.490W7-U1/2x (8.74+8.66) x3.0026.101.5039.15400.700W8-H1/2x7.06x7.06-24.942.35-58.71451.000Jumlah96.0810.43626.3821.36501.4203Tekanan Hidro Dinamik akibat GempaH1=118.37-115.68=2.69mH2=118.37-113.68=4.69mz=H1 / H2=0.57mPd=7/12 x Kh x H22 x ( 1 - z1.5 )=1.76tonYo=H2 x ( 1- 0.6 x (1-z2.5)/(1-z1.5))=0.95mY=113.68-108.18+0.95=6.45mMd=11.39tm552.040c.Tekanan Tanahf=30.00gs'=1.00Ka =0.33Kp =3.00Ea=1/2x0.33x1.00x7.502 =9.38ton2.5023.44Ep=1/2x3.00x1.00x3.432 =-17.65ton1.14-20.18He=-8.27tonMe =3.262Stabilitas Struktura.Debit Normal-Keamanan terhadap Guling :Mt=-801.07tmMg=220.65+63.59+3.26=287.50tmFg=2.79>1.500.00Mo=Mt + Mg=-513.57ton.mH=22.24+-8.27=13.97tonV=-119.89+34.58=-85.30tonL=13.50me=L/2 - Mo / V=0.73H'=7.103.2Saluran BilasL=20.00mb=2.50mm=1k=40v=2.00m/detA=3.31m2h=0.96m--> A=3.310kD A=-0.00p=b + 2.h ( 1+m2)0.5=5.21R=A/p=0.64I=( Qd / k / A / R0.667 )2=0.00461/219I R=1.16E+00>5.66E-03okEL. Muka air hulu=107.15+0.89=108.04mEL. dasar saluran hulu=108.04-0.96=107.09used=107.00okEL. dasar hilir saluran=107.00-0.09=106.91EL. Muka air hilir=106.91+0.96=107.87Head pengurasan=115.68-107.87=7.81m3.3Check terhadap muka air sungaiEL. Dasar sungai=107.00mDebit rerata di musim hujan25%Q2=125m3/detQ = c.B.H1.5c =1.50Kedalaman air (H)=0.56mB =200.00EL. Muka air sungai=107.56m v=1.12m/detEL. Muka air di hilir pintu=114.20mElevasi Ambang Pintu=113.00mTinggi air di atas ambangh=1.25mDimensi Pintu Intake:B=3.94=2x1.75H=1.30=1.60Elevasi tembok pangkal hilir=114.25mH'1.25m3.5Alat Ukur:DrempelElevasi muka air hulu=114.20mQ=5.52m3/detikb=4.30mQ=Cd x Cv x 1.71 x b x H11.5H1=0.81mCd=0.93 + 0.1 H1 / L=0.93z=0.50>0.27Cv=1.1CdxCV=1.02Elevasi Ambang Ukur=113.39mLmin=1.42m> 1.75 H1used =1.50mElevasi muka air hilir=113.70m-----> muka air di hulu saluran indukTotal kehilangan tenaga=1.98mEl. dasar hulu drempel=110.00mh=4.20mTinggi drempel=3.39mv=0.31m/det, Fr=0.05< 0.50Elevasi dasar saluran induk=112.45m

&R&"Times New Roman,Italic"&11Caturbina Guna Persada&L&"Arial,Italic"Alopohu Weir Calculation&C&N

feeder canalKOPERAN dan RIP-RAPQ100=853m3/dtBe=113mq100=7.55m3/dt/mElevasi dasar sungai=111.61mElevasi mercu=115.68Elevasi muka air banjir=118.37mhulu=116.70mhilirKedalaman scouring :Koutulas :T=1,9 x g-0.35 x d-0.4 x h0.35 x q0.7d95=0.60mrip-raph=118.37-116.70=1.67mT=5.16mElevasi gerusan=116.70-5.16=111.54mLacey's :R=0.473* (Q/f) 1/3 * SFf=1.76*Dm0.5Dm=10mmf=5.57Q100=853m3/dtSF=2.001.75~2.25Kedalaman scouring :R=5.06mElevasi gerusan=116.70-5.06=111.64mPanjang scouringL=4 * R=20mRip-rap=30meterKedalaman air, h=5.09mKecepatan, V=1.48m/detDiameter Rip-rap :d min =0.79x V2/2g=9cm===>60cmThe size of block is desirable to satisfy the formula below.W >3.75 A v2 / 2gWhere:W is weight of each block (t)A is area of collision with flowing water (m2)v is velocity at which flowing water collides with block (m/s)g is acceleration of gravity (m/s2)

&R&"Times New Roman,Italic"Draft Bendung Randangan&L&"Arial,Italic"Alopohu Weir Calculation&C&N

n&wKebutuhan tinggi tekananElevasi mercu bendungm115.68Kebutuhan elevasi muka air di saluran induk eksistingm104.75head10.93mHead tersediam10.93Kehilangan tekanan di bendung1.98Saluran Mukam0.80total kebutuhan tekananm2.78HuluHilirFree IntakeDROPSKelebihan tekananm8.15Elevasi Muka Air113.70112.90104.758.15Estimasi head pembilasan kantong pasirMercu112.90over head di saluran110.12Saluran MukaElevasi Dasar Saluran112.45112.90Debit intake, Qnm3/detik5.52MAB116.70111.37Panjang saluranm800I sungai0.006667Kemiringan dasar saluranI0.000000.00101,000Kekasarank, beton676060m, flume1.51.50.0v = c 2gzz-cmv-m/sLebar dasarbm5.003.003.00c = 0.60 ~ 0.7250.69Tinggi airhm1.221.001.250.70100.98Jagaanwm0.750.751.00z = k V2/2gTinggi saluranH = h + wm2.001.752.25k=2.0n= b/h2.90 ~ 3,104.092.39A = (n+m) h2m28.373.76p = (n+2(1+m2)0.5 )hm9.415.51R = A / pm0.890.68Kapasitas angkut sedimenI R8.26E-04KecepatanV > 0.60m/detik0.001.47h0.001.250.000.00

&L&9&Z&F-&D

review desainTinggi jagaan minimumQ (m3/detik)W (m)0.15~0.500.400.50~1.500.501.50~5.000.60Nilai n ( b/h )Q (m3/detik)mnkw min.0.15~0.3011.00350.400.30~0.5011.00~1.20350.400.50~0.7511.20~1.30350.500.75~1.0011.30~1.50350.501.00~1.5011.50~1.80400.501.50~3.001.51.80~2.30400.603.00~4.501.52.30~2.70400.604.50~5.001.52.70~2.90400.605.00~6.001.52.90~3.1042.50.756.00~7.501.53.10~3.5042.50.757.50~9.001.53.50~3.7042.50.759.00~10.001.53.70~3.9042.50.75

Review Desain Bendung Tyroll WarioriNoUraianData TeknisBendung PohuKeteranganJasakons - 2011Wahana Krida - 2013ExistingLAPI (2009)Catur Bina (2012)Original DesignReview Design1979Review DesignReview Design1Areal SawahPotensialHa1,4691,0081,008FungsionalHa1741741741,6431,1821,1822Debit Pengambilan Intakem3/detik0.0000.0000.0000.0003Debit Banjir RancanganCatchment Areakm2135135Q100m3/detik0%490 - Q25216Q2m3/detik0-644Bendungh=0.00TipeTyrollTyrollJenis KonstruksiBetonBeton0Beton siklopBeton siklopElevasi Mercum++Lebarm15.0023.0021.00Tinggim0.000.000.00Panjangm23.0039.3011.55ElevasI Tembok Pangkal Hulum+++22.00+21.00+19.75Tinggi Tembok Pangkal Hulum0.000.000.00ElevasI Tembok Pangkal Hilirm+++25.00+26.00+24.00Tinggi Tembok Pangkal Hilirm3.005.007.005Gorong-gorong Pengumpula.SaringanDimensimmJarakmmPanjangmKemiringanderajatb.Gorong-gorongKemiringan dasarLebarTinggi HuluTinggi HilirElevasi dasar huluElevasi dasar hilir6Kolam OlakTipe0.000.00Panjangm-18.008.00Elevasim++-+20.00+17.00Kedalaman thd Mercum-4.500.00Kedalaman thd Ds Sungaim-1.002.75Panjang Lantai Hulum-13.0017.507IntakeElevasi dasarm+++23.00+23.00+22.70Pintu Intakem11.20 x 1 bh1.0 x 1 bh21.00x1.20x5.058Bangunan Penangkap PasirPanjangm---Lebar dasarm---Pintu Pengurasm--Pintu Ukurm9Pintu Aira.PembilasElevasi dasarm++Elevasi Tembok Pangkalm++Dimensi - n x B x H x H'mb.IntakeElevasi dasarm++Elevasi Tembok Pangkalm++Dimensi - n x B x H x H'mc.Pembilas krikilElevasi dasarm++Elevasi Tembok Pangkalm++Dimensi - n x B x H x H'md.Pembilas pasirElevasi dasarm++Elevasi Tembok Pangkalm++Dimensi - n x B x H x H'me.Ukur debitElevasi dasarm++Elevasi Tembok Pangkalm++Dimensi - n x B x H x H'm10Saluran Induk Existing ( Free Intake )Elevasi dasar saluranmElevasi Muka AirmLebar dasarm11Saluran Muka Kanan ( Feeder Canal )Panjang saluranmKemiringan dasar saluran0.0000550.000055Elevasi Muka Airm+++23.15+23.85+23.40Elevasi Dasar Saluranm+++22.31+22.26+22.04Lebar dasar saluranm3.302.703.00Tinggi saluranm1.122.201.8512Tanggul BanjirPanjangm--25.00Elevasi puncakm+++27.00+28.00+0.00

&L&"Times New Roman,Italic"&F-&D