bab 3 dataQ intake1.00m^3/dtQpengelak (Q10)3.100m^3/dtQ 50th42.000m^3/dtCoarse sand ( n )0.028sudut geser dalam ()37Catatan :nkoef.manningSpecific Gravity (Gs)2.23Coarse Sand=0.032Void Ratio (e)27%Medium Sand=0.028Diameter sedimen0.0003per seribuFine Sand=0.025el. Sawah tertinggi433.30.318370.152.25270.2514360.12.2260.2816.436.60.132.2326.6

Sal.PengelakTabel De VosSaluran PengelakDebitb/hv ijinm010.251Q =3.1m3/dt0.1510.31n =0.028koef. Manning (untuk tanah berpasir)0.310.351b / h =3(tabel De Voss)0.31.50.351m =1.5(tabel De Voss)0.41.50.41V =0.65(tabel De Voss)0.51.50.4510.520.451Perhitungan :0.7520.511). A = (b + mh)*h = (3h + 1,5h)*h =4.5h21.520.5512). P = b + 2h (m2+1)0.5 = 3.5h + 2h(2)0,5 =6.6056h1.52.50.5513). R = A / P =0.6812h32.50.614). Q = V*A =330.651.53.1=0.65*4.5h24.530.71.50.70h =1.0295m4.53.50.71.5Maka :63.50.71.55). w = 1/3 * h640.71.5w =0.3432m7.540.71.56). H = h + w94.50.71.5H =1.3726950.71.57). Cek Aliran1150.71.5Fr = (Q/A) / (g*h)0.51560.71.5Fr =0.2362 1 (aliran sub kritis)1580.72A =4.7692m2.0592580.72P =6.8003m5,6,7 buat hitungan sal. Pengelak25100.752R =0.7013m430.83040100.752b =3.0884m431.17340100.82T =6.176980120.82D =0.7721

Hitungan Sungai041.7Tabel Perhitungan Kemiringan Sungai Asli39.8Perhitungan saluran pengelak sementaraPerhitungan Kemiringan Sungai Asli52.8NoPatokJarakElevasi dasarBeda tinggiSlopePerhitungan Saluran Pengelak sementara1P10.0430.8000.000.000Q 10(m3/dt)b/hmV(m/dt)nA(m2)h(m)b(m)P(m)56.92P243.00430.6800.120.0033.103.01.50.65000.02804.76921.02953.08846.80033P340.00430.2500.430.0114P452.50429.8000.450.009n = 0.028untuk koef. Manning.. Tanah medium5P560.500429.2800.520.009SALURAN PENGELAK TANPA LINING1967P6196125.2251.5258P7196124.9121.2129P8196124.4740.77410P9196124.0350.33511P10196123.910.2112P11196123.8130.11313P12196123.70Jumlah196Rerata Slope0.006R(m)sT(m)D(m)FrAliran0.7010.000536.1770.7720.236subkritis

Asus:silahkan ya saling tuker elevasi dasar tiap patok :*

Mercu dan lebar efektifPerhitungan Elevasi Mercu BendungPenentuan Lebar Efektif Bendung- B = b - p - St24.90elevasi dasar saluran429.800B = B- (pembilas + pilar) - pilar utama- dinding penahantinggi muka ir1.415- Be = B - 2 . (n.Kp + Ka) . He =24.90-0.20Heelevasi sawah tertinggi433.300Data-data perencanaan :maka :Dengan satu pintu pembilaselevasi sawah tertinggi433.300Lbr bendung sungai (b)30tinggi air disawah0.100Lebar sungai rencana36.000ini buat gambar denah bendungkehilangan tinggi tekan dari tersier ke sawah0.100Jmlh pilar (n)0pada bendung lookehilangan tinggi tekan dari sekunder ke tersier0.100Tebal pilar I (3 pilar)3.60masuk nilai Bkehilangan tinggi tekan dari primer ke sekunder0.100Tebal pilar II (Pilar Utama)2.00kehilangan tinggi tekan karena slope0.150Lebar pintu pembilas (p)4.50kehilangan tinggi tekan karena alat ukur0.400Lebar pintu pembilas (4 pintu)1.13kehilangan tinggi tekan dari sungai ke sal primer0.200Pilar rencana :persediaan tekanan karena eksploitasi0.100- Kp (pilar berujung bulat)0.01persediaan tekanan bangunan lain0.250- Ka (pkl tembok bulat)0.10elevasi mercu bendung434.800Penentuan elevasi mercutinggi bendung5.000Elevasi dasar sungai429.800Tinggi muka air1.415Elevasi Sawah tertinggi (elev.dsr sungai+tinggi muka air)433.300Elevasi mercu bendung (elev. Swh tertinggi+1,5)434.800Tinggi bendung ( P ) (elev. Mercu-elev.dsr sungai)5.000Mercu bendung Type Ogee ILebar mercu bendung (B)24.90mLebar bendung effektif (Beff)24.90-0.20HeDebit rencana(Q)42m3/detElev Dasar sungai429.800dari p diukur 0,5 cm ke kanan ke kiri dpt selisih nya = 0,55Elev puncak bendung434.800(hasil perhitungan)gak ada ketetapan nya,, di logika..Tinggi bendung(P)5.000z2.000g9.81Perhitungan HeCd (asumsi) =1.25Rumus Q = Cd x 2/3 x (2/3.g)0,5 x Be x He1,5Shg 42=2.1311186421x (53.62 - 0,24 He) x He1,5(53,62 - 0,24 He) x He1,5=19.7080Dgn cara coba-coba didpt He =0.8594Perhitungan Penentuan nilai CdCd (asumsi) = 1,31.25Co (konstanta) = 1,30Co ada di KP..1. Be = 31,320 - 0,20 He=24.732. V = Q/A = Q / Be. ( P + He)=0.291/3P+HdP+Hd3. Hd = He - (V2 / 2g)=0.85512.5225.8554. P / Hd =5.855. He/Hd =1.005--> C1 =0.9706. P / He =5.82--> C2 =1.0007. Cd (hitung) = Co x C1 x C2 =1.26(mendekati Cd asumsi)8. Rumus Q hitung= Cd x 2/3 x (2/3.g)0,5 x Be x He1,5= 1,27x 2/3 x (2/3g)0,5 x 34,21 x (0,8132)1,5Q hitung =42.35Kesimpulan = Qhitung Qrencana .ASUMSI OKE CHUY!!!Persamaan bentuk pelimpah Ogee Irumus mercu (pangkat)X1.85 = 2x Hd0.85 x Ykoefisien2.000X1,85 = 2x ( 0.8551 )0.85 x Ypngkt Hd0.850Maka Y =0.571x X1.85pngkt X1.850Y' =1.057x X0.85Titik awal melalui gradien :misal Y' =11 =1.057x X0.85X1.85 =0.946X =0.937Y =0.571x (0.937)0.85Y =0.507Elevasi puncak mercu (0,937;0,507)Perhitungan berikutnya ditabelkan :XYUntuk gambar design mercu (warna biru dan kuning)0.1000.008R1 = 0.45 Hd =0.4280.2000.029Jarak R1 = 0.119 Hd =0.1500.3000.062R2 = 0.48 Hd =0.1710.4000.105Jarak R2 = 0.115 Hd =0.2410.5000.1580.6000.2220.7000.2950.8000.3780.8600.432Lengkung Debit diatas bendungRumus Q = Cd x 2/3 x (2/3.g)0,5 x Be x He1,5Q =2.150x (34,37 - 0,20 He) x He1,5Perhitungan selanjutnya ditabelkan :ElevasiHe (m)Be (m)Q (m3/dt)434.8000.0024.900.000434.9000.1024.881.691435.0000.2024.864.780435.1000.3024.848.775435.2000.4024.8213.499435.3000.5024.8018.850435.4000.6024.7824.759435.5000.7024.7631.175435.6000.8024.7438.058435.6590.8624.7342.353Sumber : Hasil Perhitungan(2. 9,81.(3,94 + 1,03 - Yz))^0,5 - 78 / (34,56. Yz))^0,5 =0mDengan cara coba-coba didapatkan nilai Yz =Yu0.14( dlm m )Vz = Q / ( Yz. Be) =12.31m/dtFz = Vz / (g.Yz)^0,5 =10.58Tinggi air sebelum loncatan :Y1 = Yz =0.14mDebit air persatuan lebar : qq = Q / B =1.69m3/dtPers. Utk menent. Tinggi loncatan air :Y2 /Yz = 1/2((1+(8*Fr^2))^0,5 - 1)Y2 =(1/2*((1+(8*7,33^2))^0.5 - ))/0,29Maka Y2 =1.997mTabel Perhitungan Profil aliran :Dari persamaan : (2.g.(z + He - Yz))^0,5 - Q / (Be.Yz) = 0* Be =24.73Vz =* He =0.8594Vz =* Q =42* g =9.81Fr =Elevasi lereng bendung = Elevevasi puncak bendung -zElevasi muka air = Elevasi lereng bendung + YzzYzVzFrElevasi lereng bendungElevasi muka air0.5000.38934.362.23434.300434.6891.0000.30785.523.18433.800434.1081.5000.26496.413.98433.300433.5652.0000.23687.174.71432.800433.0372.5000.21637.855.39432.300432.5163.0000.20058.476.04431.800432.0003.5000.18779.056.67431.300431.4884.0000.17729.587.27430.800430.9774.5000.168310.097.85430.300430.4685.0000.160610.578.42429.800429.961*Perhitungan Loncatan HidrolisPerhitungan Profil Aliran (Tahapan Standart)Vz = ((2.g.(z + He-Yz)^0,5)data : P =5.000Vz = Q/ (B.Yz)Hd =0.8551jadi ((2.g.(z + He-Yz)^0,5) = Q/ (B.Yz)He =0.8594Frz = Vz / ((g.Yz)^0,5)Beda elev.hulu-hilir(asumsi) z =2.000dimana:Eo = P +He+ z =7.859

ri2d : keterangan-keterangannya diganti ya kalau nilai-nilainya gantiINGAT !!!Sesuai dengan type mercuDri Gmbar pot. mlinTan9soaL Chuy..intervalnya ditentukan sendiri (asumsi)itUn9@n oRa k@ru4n ChuY.M@sih R4gu-r@gU chUy..(kata asisten, dilihat gambar di peta kalo kiri tarik garis 2 cm&kanan 2,5 cm. Ketemu dech!!!)

Mercu dan lebar efektif

Q (m3/ dt)He (m)Lengkung Debit di atas Pelimpah

Sungai asli dan rencanayang elevasi warna kuning diganti dengan elevasi terendah kitasetiap kenaikan 1 elevasi.. Nilai A,P,T dari gambar auto cad pot. Memanjang kita ,, dan dikali dengan skala,,Tabel Perhitungan Sungai RencanaPatok 5NoElevasiH (m)A (m2)PRVQTDFrKeteranganAreaKeliling BasahNoElevasiH (m)A (m2)PRTDNoElevasiH (m)A (m2)PRVQTDFrKeterangan(Dr Gambar)(Elev n- Elev n-1)(Dr Gambar)(Dr Gambar)(A/P)(1/n*R2/3*S1/2)(V*A)(Dr Gambar)AliranAPAP(Dr Gambar)(Elev n- Elev n-1)(Dr Gambar)(Dr Gambar)(A/P)(Dr Gambar)(Dr Gambar)(Elev n- Elev n-1)(Dr Gambar)(Dr Gambar)(A/P)(1/n*R2/3*S1/2)(V*A)(Dr Gambar)Aliran0433.30.0000.00000.00000.00000.00000.00000.0000.0000.00000000000123.230.0000.00000.00000.00000.0000.0000123.230.0000.00000.00000.00000.00000.00000.0000.0000.0000A443.3001.0009.772212.00000.81442.135620.869811.5080.8490.682sub kritis101215.92289.392715.92289.3927I123.830.57412.044049.28440.244424.4000.494I123.8300.57412.044049.28440.24440.957311.529124.4000.4940.403sub kritisB453.3002.00022.787215.60001.46073.152871.843414.4951.5720.712sub kritis134216.722112.9802216.722213.3647II124.411.14832.576868.39640.476334.0000.958II124.4101.14832.576868.39640.47631.493648.656834.0000.9580.445sub kritisC463.3003.00038.728219.10002.02773.9233151.941017.3772.2290.723sub kritis164327.521415.8628330.484616.8570III124.981.72259.533688.15400.675343.6001.365III124.9801.72259.533688.15400.67531.8851112.226143.6001.3650.459sub kritisD473.3004.00057.555422.70002.53554.5536262.086420.4142.8190.727sub kritis194438.320719.0851447.332720.7271IV125.542.29695.0744119.05640.798658.8001.617IV125.5402.29695.0744119.05640.79862.1079200.411458.8001.6170.444sub kritis549.120022.5604567.507024.825910V126.112.870141.5256154.32040.917174.4001.902V126.1102.870141.5256154.32040.91712.3117327.160674.4001.9020.436sub kritis659.919326.0457691.402228.8268VI126.693.444218.4712201.06041.086699.6002.193VI126.6903.444218.4712201.06041.08662.5884565.489099.6002.1930.445sub kritis770.718629.44017118.394132.8035VII127.254.020266.2440222.33601.1975110.0002.420VII127.2504.020266.2440222.33601.19752.7616735.2665110.0002.4200.440sub kritisSumber : Hasil perhitunganKeterangan :Nilai 'n' utk Coarse sand =0.032Slope yang digunakan =0.006elevasi dasar sungaiJadi utk Q 50= 42 m3/dt, didapat h =1.4152.557kecepatan3883.829ATD46.22836.6201.262NoElevasiH (m)A (m2)PRTDTabel Kondisi Hidrolis SungaiCek aliran :Fr =Q/(b x h)atau(Dr Gambar)(Elev n- Elev n-1)(Dr Gambar)(Dr Gambar)(A/P)(Dr Gambar)NoAVQFrKeterangan(g x D)0.50107.29600000000.00000.000000sub kritis=0.281291, aliran superkritis3. Karena dengan slope alam yang digunakan alirannya adalah aliran super kritis, maka digunakanslope coba-coba sampai Fr < 1 (aliran sub kritis).Dalam hal ini perencanaan tidak jadi digunakan karena alirannya masih ada yang superkritis.Tabel Perhitungan Sungai Rencana dengan slope coba-cobaElevasi (m)b (m)H (m)A (m2)P (m)R (m)V (m/dt)Q (m3/dt)b (m)TDFrKeterangan(Dr gambar)lebar sungai rencana(Elev n- Elev n-1)(b x H)(b+2h)(A / P)(1/n*R2/3*S1/2)(V x A)(Dr Gambar)(Dr Gambar)aliran433.30030.0000.0000.00030.0000.0000.0000.00030.0000.0000.0000.000443.30030.0001.00030.00032.0000.9380.72621.77130.00011.5082.6070.144sub kritis453.30030.0002.00060.00034.0001.7651.10666.38230.00014.4954.1390.174sub kritis463.30030.0003.00090.00036.0002.5001.396125.59830.00017.3775.1790.196sub kritis473.30030.0004.000120.00038.0003.1581.631195.68730.00020.4145.8780.215sub kritis0.00030.0000.0000.00030.0000.0000.0000.00030.0000.0000.0000.0000.000000.00030.0000.0000.00030.0000.0000.0000.00030.0000.0000.0000.0000.000000.00030.0000.0000.00030.0000.0000.0000.00030.0000.0000.0000.0000.00000Sumber : Hasil perhitunganKeterangan :1. Slope yg digunakan (coba-coba)=0.0004502. Jadi utk Q50= 15,6 m3/dt, maka h =2.112hrencana > hasli, karena brencana < basli3. Dengan slope coba-coba, maka alirannya dapat menjadi aliran sub kritis dengan Fr < 1

ri2d&dhan:Jangan di hapusNB : dasar sungai yang ditentukanNB : Pembagian pias dari dasar sungaiNB : dasar sungai yang ditentukanNB : Pembagian pias dari dasar sungaiNB : dasar sungai yang ditentukanNB : Pembagian pias dari dasar sungaiDico:beda tinggi patok 1-patok1 dibagi jarak patok 1 dan patok 2Dico:nilai n (kekasaran dari soal )Dico:beda tinggi patok 1-patok1 dibagi jarak patok 1 dan patok 2Dico:nilai n (kekasaran dari soal )USER:lebar atas per piasBANGIR 2015:Hubungan H dan QBANGIR 2015:Hubungan H dan Q

Sungai asli dan rencana

Q (m3/dt)H (m)Grafik hubungan Q dan H Rencana

Kantong Lumpur

Q (m3/dt)H (m)Grafik hubungan H dan Q rencana

hitungan tambhan

Q (m3/dt)H (m)Grafik hubungan Q dan H rencana

kolam olakKantong LumpurPola operasi pintudata perencanaan :Q intake =1.000m3/dtz =0.2kehilangan tinggi energi pada permukanm =0.8koefisien debit untuk bukaan bawah permukaan air dengan kehilangan energi kecila =0.75tinngi bukaang =9.81sehinggaQ = 1,2*QintakeQ =1.200m3/dtQ = m *b.a.(2g.z)0,51,68 = 0,8*b.1.(2.9,81.0,2)0.50.5048187773b =1.010m0.00481877730.0096375547Jadi lebar bukaan bersih = 1,413 m dengan tinggi bukaan = 0.75 mDesain Pintu PengurasDiketahui :B intake =1.010mB pembilas=0.606m0.3028912664Direncanakan :0.05289126640.1057825328Lebar bukaan =0.606mTinggi bukaan max =1mJumlah pintu penguras =1mn =0.028Kecepatan PenggelontoranKecepatan rencana (V)V = 1,5.c.(d)0.5dimana: c =3.3koefisien tingkat jenis material endapand =0.000280.00000028mMaka V = 1,5*3,3*(0,00007)0.5V =0.0026m/dtKecepatan kritis pada pintu penguras (Vc)V = (q.hc)0.5q = Q/BQ = 1,2*Q kebutuhanQ =1.2000m3/dtq =1.1885m3/dthc = kedalaman kritis =(q2/g)1/3hc =0.524m0.1747160929Jadi Vc = (g*hc)0.50.699Vc =2.268mKontrol : Vrencana < Vc0,0383 m/dt < 2,216 m/dt ..(OK CHUY!!!!!)Kemiringan Lantai Pengurasm =1.5V = (1/n)*R2/3*S1/2A = (b+mh)*h =0.941m2P = b + (m*h*(m2+1)0.5) =2.427mR = A/P =0.388mVc = (g*hc)0.5Maka V = (1/n)*R2/3*S1/2g.hc = (1/n)*R2/3*S1/2S =0.01425Desain Kantong LumpurDiketahui :Qn =1.000m3/dtDiameter butir =0,05 mm0.00000028mQs = Debit pembilas =1.2000m3/dtDimensi Kantong lumpurV = 5.10-4.Qn.TSelang waktu pembilasan (T) = 3 minggu sekali =21harisoal di format 3 mingguT =1814400detikMaka Volume kantong lumpur = V =907.2m3Luas rata-rata permukaan kantong lumpurdari grafik dengan diameter 0.055 mm dan suhu 200C didapat niali w =0.0021Maka L*B = Qn/w =476.1904761905karena (L*B)/B2>8.2, untuk mencegah agar aliran tidak meander dalam kantong, maka dpt dihitung :B2 =58.0720092915B =7.62m3.8102496405L*B =476.1904761905L =62.488mKontrol :L/B = 73,937/9,02 =8.200000.> 8 (Aman !!!!)maka dapat diambil nilai rencana :L >73,937 mB < 9,02 mKemiringan normal (Sn)koefisien kekasaran strickler =40(pasangan batu)Vn =0.35m/dt (asumsi)An = Qn / Vn =2.857m2hn = An / B =0.375mLebar dasar saluran untuk kemiringan 1:1b = B - 2*(m.hn)b =6.871mKeliling basah (Pn)hn0.375hc0.524Pn = b + (2*hn(m2+1)0.5)hn+hc0.899Pn =7.931mw0.300Jari-jari hidrolis (Rn)1.349Rn = An /Pn =0.360m0.824Slope untuk kondisi normal :1.236V =k*Rn2/3*Sn1/2hn+hs0.5500,4 = 40*0,587/3.Sn1/21/3(hn+hs)0.183Sn =0.00029869Kemiringan dasar pembilas (Ss) kondisi KosongQs = 1,2*Qn =1.2m3/dtVs =1m/dt(asumsi)fine sand 1medium sand 1.5As = Qs / Vs =1.2m2b =6.871mAs = b.hshs = As / b =0.175m2Rs = As / Ps . Ps = (b + 2*hs) =7.220mRs =0.166mVs =k*Rs2/3*Ss1/21 =40*0,494/3*Ss1/2Ss =0.00684Kontrol :Fr < 1Fr = Vs / (g*hs)0.5V( 0.5*b*L )(0.5*(Ss-Sn)*L2*bLFr =0.764. < 1 (OK !!!!)907.200573.3277784504625.8399200617166.8920504921mPanjang kantong Lumpur1199.1676985121V =( 0.5*b*L1 )+ (0.5*(Ss-Sn)*L12*b)4900.604 = (0.5*11,805*L1)+(0.5*(0,00156-0,00064457)*L12*11,805m)dengan coba-coba diperoleh nilai L1 =166.8921mL2. b = Qn / w =476.1904761905.. b =6.871mdidapat L2 =69.308mNilai L diambil harga rata-rata :L = (L1 + L2) / 2L =118.100msehingga L / B = 332,663/12,99 =15.4976756266m> 8 (OK !!!)Pengecekan Efisiensi PengendapanWo = (hn*Vn) / LWo =0.0011111344W / wo =1.8899604423W / Vo =0.006Maka dari grafik camp (KP 02 bangunan Utama hal 151 ) diperoleh efisiensi pengendapan = 85 %

2,52,01.02,52,01.02,52,01.0medium sand batu q cHuy!!!s0@l chUY,,,,,,,,,,,,,,,INGAT : grafik o-wKP_02 hal143 ???AWAS !!!tergantung pada material yang digunakan kohesi atau non kohesi vs < vcs0AL diLIAT yo..INGAT :vn > vc, tdk blh kurang dari 0,3 m3/dt !!!GOALSEEK DONK !!!nilai V = hitung disampingnyaLIHAT !!!Kp_02 hal 151grafik camp

bak tenggelamPerhitungan He0.20Cd diasumsi 1.3.. Co blm tau..34,37-0,20 He(0,20*He)He^1,5He24.9024.730.1718753440.79666433865070.8594hasil19.70796019.700015Perhitungan Nilai CdQ 50 =42Be =24.73Q 50 =42m3/dtV =0.290Perhitungan Dinding PenahanHd =0.85510.2P/Hd =5.85Co (konst) =1.334,37-0,20 He(0,20*He)He^1,5HeBe =24.728He/Hd =1.005----------->C1 (KP02_97) =0.97024.9024.7280.17192153180.800.8596V =0.290P/He =5.82----------->C2 (KP02_98) =1.000hasil19.707959552519.7079197248Hd =0.855Cd =1.26di goal seek dulu..P/Hd =5.846Ho =1.220He/Hd =1.005(P / r xg) =-0.35P/He =5.817HeCd =1.261(P / r xg) =-0.300781852Ho =1.220Lengkung Debit di atas Bendung(2. 9,81.(4.6+ 1.22Yz))^0,5 - 42/ (18,42. Yz) =0(2. 9,81.(4.6+ 1.22Yz))^0,5 - 42/ (18,42. Yz) =019.620019.62005.85945.69880.16062559577.85947.72140.137988866510.574112.3088-0.000-0.00Y2 = - (Y1/2)+{(Y12/4)+(2.q2/g.Y1)}0,5Y2/Yu = 1/2((1+(8*Fr^2))^0,5 - 1)y1/2-0.0689944332Yu0.1379888665y1^2/40.00476023181.982424Fr10.5793152.q^2 / g.y14.2035559057Y21.99666616332.051418Dari persamaan : \/2.g.(z + Ho - Yz)\ - Q = 0(B.Yz)Dr pers :(2. 9,81.(z + 1,97474 - Yz))^0,5 - 65 / (18,4210. Yz))^0,5 =0517.5ZYz (coba-coba)lQ/(B*Yz)Hasil AkhirZYzVzFrElevasiElevasigx219.620.5000.389304.362661164.3628313397-0.000Lereng BendungMuka Air1.0000.307835.517374665.517631-0.0000.5000.3894.3632.232517.000517.389He0.861.5000.264946.410366826.4107192197-0.0001.0000.3085.5183.175516.500516.8082.0000.236767.173261037.1737061416-0.0001.5000.2656.4113.976516.000516.265Be24.732.5000.216297.852856527.85273710250.0002.0000.2377.1744.707515.500515.737Q423.0000.200478.472769408.47259814880.0002.5000.2167.8535.391515.000515.2163.5000.187749.046963739.0470302256-0.0003.0000.2008.4736.042514.500514.7004.0000.177219.584578149.5845842032-0.0003.5000.1889.0476.666514.000514.1884.5000.1683010.0920243510.09201718530.0004.0000.1779.5857.269513.500513.6775.0000.1606310.5739940710.57360704360.0004.5000.16810.0927.854513.000513.1685.0000.16110.5748.423512.500512.6610.6000.126515.1137819713.4251585882-8.3110.0000.0000.0000.000517.500517.5001.2000.121976.1653757213.9249552469-7.7600.6000.12713.42512.051516.900517.0277.0000.1323712.3127557512.8316440383-0.5191.2000.12213.92512.730515.700515.8227.0000.1284612.3158647713.2214678051-0.9067.0000.13212.83211.261508.700508.8327.0000.12813.22111.778501.700501.828Desain Kolam OlakYj = q/((2*9,81)*(Hj-Yj))^0,5q1.6984708943yu0.138Hj7.8599768368yj0.13798886652.g19.62Yj0.1379888665Hj-Yj7.721987970maka Yj0.1387.721987970319.621.69847089430.1379888665

harus nol !!!m@kany4 di GOAL SEEK

set cell : D26tv : 0Bcs : F24harus = Yjnilai harus nol !!!C0b@-c0bA chUy...s0@l untuk Q25harus nol !!!m@kaNy4 di GOAL SEEK

Sc : J 26tv : 0bcs : L24GRAFIk KP02_43 (k@tanYa d3mikI@n)..???Tapi buK@ne cUm4 UntUk m3rcU OGEE 1 (SATU) ja coz seBAgai faKtor K0reksi.H@siL GOAL SEEKset cell : F6to value : E6By changing cell: G5ketetapan uNtuk MERCU OGEE cHuy..!!!di GOAL SEEK semua chUy,,,,,,,,,,,,???

Sc : Htv :0bcs :Yz

Sheet PileDesain Kolam OlakanKedalaman Konjugasi (Loncatan air)Panjang Loncatan HidrolisPd dsr hilir, Yj =0.138mLj = 5 (n + Y2)Hj = Yj + (Vj^2/2*9,81) shg Vj =12.309m/dtdengan Lj = pjg loncatanmaka Hj =7.85998mY2 =1.99667q = Vj x Yj =1.698m3/dtYj =0.13799maka :Yj = q/((2*9,81)*(Hj-Yj))^0,5Lj =11.07878atau=11.08mdengan cara coba-coba, Yj =0.138mVj =q / Yj =12.309m/dt0.08Fr =Vj/(g x Yj)0,5. =10.579Ymin=0,5.Yj ((1+8*F12 -1)^0,5=1.997m0.22632559930.66555538782.662221/3Y2Elevasi Dasar Kolam olakDimensi kolam olak0.666Dr perhit. Sebelumnya diket:Dr perhit diket nilai Fr =10.579Z =7Utk Fr > 4,5 --> kolam olak USBR Tipe IIIY2 =1.996670.0689944332- kedalaman air olakan :maka elev dasar kolam olak:Y2 =0,5. Yj.{((1+8*Fr^2)^0,5 - 1}=elev. Mercu -z=1.997m=427.80.2263255993Panjang kolam olakJarak blok muka dan blok halangLb =2,7 . Y2=1.637m=5.39100mLebar blok halang bagian ataspanjang kolam olak yg dipakai adalah =5.391m=0.067mTinggi (qc), panjang (pc) dan lebar (bc) chute block:0.6655553878Qc = Pc = bc = Yj =0.138m2.662Tinggi end sill (ambang ujung)Jarak ant. Chute block (sc)endsill =Yj . (18+Fr)/180.0670594368Sc = Yj =0.138m=0.219Tinggi blok halang (n3)Lebar dan jarak antar blok halang (n)n3 = Yj. (4+Fr) / 6 =0.335mn =0,75*n30.675*n30.0670594368=0.2510.2263255993

@da di iTung2

dinding penahanPerhitungan Bak TenggelamY22.00mP5mZ2mHe0.86mBe24.73mQ42m3/dtV20.85m/dtq1.69m/dtRmin/hc1.658tinggi kecepatan0.0368813066H5.83hc0.66mH/hc8.80.. 2,4dari gambar grafik 4.22 diperoleh Rmin/hc1.65Rmin1.09mKedalaman air minimum (Tmin)Batas minimum tinggi air hilir (Tmin) dilihat pada gambar 4.23H/hc.. 2,4Tmin/hc = 1,7*((H/hc)^(0,33))Tmin =2.31ma = 0,1 Rdimana R didapat dengan melihat gambara =0.11untuk penggambaran bak tenggelam :H/hc = 2,5 USBRH/hc8.80kedalaman konjugasi (loncatan air)Y2 =2.00mBe =24.73mQ =42m3/dtV2 =0.85m/dtH2 =2.03mpanjang loncatan hidrolisLj = 6,9*(Y2 - Yu)Lj2 = 5 (n+Y2)Lj =12.825mLj2 =9.983m=13m=11mkarena Lj>Lj2 maka yang digunakan Lj = 13.119 m

@da pada grafik 4.22KP-02 chUy!!!InGAt :@da pada grafik 4.22 hub. antara H/hcd dan Rmin/hc. Utk m'prlh nilai Rgambar KP-02_63 cHuy!!!

design dinding penahanperencanaan sheet pilekontrol dengan teori kosladirevisi pake sheet pile yang barumaximum percolation head (H =1.9966661633)first pile line (pile 1)Point% Pressure (f)Pressure Headd =107.78-101.28=8(lantai dasar hulu ke dasar sheet pile)b =22.49(jarak bendung)(dari hulu sampai hilir - endsill)C152.4861.048b1 =0.5(titik awal hulu ke sheet pile)E233.6820.673a =b/d=2.8111 - b1/b0.978C257.6531.151b1/b=0.022E313.6080.272maka dari kurva :f C1=47%alpha sebelah kiri ,, (b/b1 bawah)Cek untuk ketebalan lantaif D1=36%alpha sebelah kanan ,, (b/b1 bawah)Titik Ags=f E1=38%alpha sebelah kanan ,, (1-(b/b1) bawah)=Pc1 - [(Pc1 - Pe2)/5,75*5.5]2.23koreksi untuk ketebalan lantai=1.092-[(1.092-0,997)/5,75*5.5]t=107.78-106.28=1.5=0.927koreksi untukf C1=[(f D1 - f C1)/d]tdengan Gs = 2,2 maka ketebalan lantai apron=[(50 - 53)/6.5 x1.5=Pa / (Gs - 1)=-2.06(+)=0.754koreksi terhadap pile 2c = 19 * (D/b')^0,5 * [(D +d)/b]Titik Bdengan=Pc2 - [(Pc2 - Pe3)/14*0.3]b'=17.119Panjang Pile 1 ke 2=1.489 - [(1.489-2.333)/14*0.3]b=22.49107.78=1.136d=107.78-101.28=8.000dengan Gs = 2,2 maka ketebalan lantai apronD=107.23-100.78=6.50Panjang lantai dasar apron sampai pile 1=Pb / (Gs - 1)maka=0.923c=7.548(+)jadi koreksi tekananTitik Cf C1=53+0,69+8,079=52.486%=Pc2 - [(Pc2 - Pe3)/14,6*0.9]f D1=36%=0,931 - [(0,931-0,645)/14.965*0.9]f E1=38%=1.087dengan Gs = 2,2 maka ketebalan lantai apronintermediet pile line (pile 2)=Pc / (Gs - 1)d =107.78-101.28=6.5=0.884b =22.49b2 =17.619TitikKetebalana =b/d=3.4601 - b1/b0.217HitungRencanab2/b=0.783A0.7541,5( aman !!!!)maka dari kurva :B0.9231,5 ( aman !!!!)f C2=52%alpha sebelah kiri ,, (b/b1 bawah)C0.8841,709 ( aman !!!!)f D2=42%alpha sebelah kanan ,, (b/b1 bawah)f E2=41%alpha sebelah kanan ,, (1-(b/b1) bawah)koreksi untuk ketebalan lantaiExit Gradient=107.23-105.78=1.5beda tinggi air =1.9966661633koreksi untukf C2=[(f D2 - f C2)/d]tkoreksi untukf E2=[(f E2 - f D2)/d]*td =el. Lantai hulu - el. Pile 3=[(60-22)/6.45 x1.45=[(50-60)/6/45*1.45=107.23-102.28=-2.31(+)=-0.231(+)=8koreksi terhadap pile 1sehinggaa = b/d = 20.774 / 4.95c = 19 * (D/B')^0,5 * [(D +d)/b]=2.81125denganB panjang bendungb'=17.119Pile 2 ke 3dari kurva exit gradienb=22.491 / (p l)0.27d=107.78-101.28=8.00D=107.23-100.78=6.50jadi GE =(H/d)*1 / (p l)maka=(2,115/5)*0,77c=7.548(+)=0.067koreksi terhadap pile 3c = 19 * (D/B')^0,5 * [(D +d)/b]aman.denganB'=12.372jarak antar pile 2 dan pile 3b=22.49d=107.23-100.78=6.5D=106.28 - 102.28=6.5jarak antar lantai olak ke pile 3makac=7.961(+)F 43N48F57jadi koreksi tekananF41H48F66f C2=36+3+7,008=57.653%f E2=68-5-8.361=33.682%last pile di downstream (pile 3)d =106.28 - 102.28=6.5b =22.49b3 =29.9911/a =d/b=0.289a =3.46001 - b/b3-0.334maka dari kurvab/b3 =1.334f D3=54%f E3=10%1-50%koreksi untuk kedalamant=107.23-106.28=1.709koreksi untukf E3=[(f E3 - f D3)/d]*t=[(50-28)/4]*0.95=-11.569(-)koreksi terhadap pile 2c = 19 * (D/B')^0,5 * [(D +d)/b]dengan13.608b'=12.372b=22.49d=138,37-134,37=6.5F77D=138,37-134,37=6.5H82makaF91c=7.961(+)jadi koreksi tekananf E3=E3-E3-c=13.608%

RekapitulasiPerhitungan Dinding PenahanQ50 =42m3/dtPerhitungan HeCd (asumsi) =1.25Perhitungan nilai gammaRumus Q 100 = Cd x 2/3 x (2/3.g)0,5 x Be x He1,5sin 35f =tg 370.75Shg 78 =2.1311x (53.62 - 0,24 He) x He1,5t =((1+w)/(1+e)).w.Gs (dimana Gs diambildari besarnya koefisien antara 2,6-2,7)(34,56 - 0,26 He) x He1,5 =19.7080e = (w.Gs)/Sr ; Sr = 1Dgn cara coba-coba didpt He =0.8596w = (e.Sr)/Gs0.1211Perhitungan Penentuan nilai Cddiganti nilai f di sheet bab 3 masing".. Itung pake kalkulator ajamaka.tanah pake gamma tCd= 1,284431.25t =1.96853.727w5.855Co (konstanta) =1.30sin F di bab 31. Be = 34,56 - 0,26 He =24.728Sin 37=0.60181502sat =(w.(Gs+1))/(1+e)2. V = Q/A = Q / Be. ( P + He) =0.2900.3981851.6018152.54331,0.(sub).Kp6.2083. Hd = He - (V2 / 2g) =0.85530.24864. P / Hd =5.846sub =sat - w1.728.(t).Ka1.4575. He/Hd =1.005--> C1 =0.9701.54336. P / He =5.817--> C2 =1.0004.741(sub)Ka2.3177. Cd (hitung) = Co x C1 x C2 =1.261(mendekati Cd asumsi)setelah di bawah muka air gamma sub8. Rumus Q hitung= Cd x 2/3 x (2/3.g)0,5 x Be x He1,54.741(w)Ka1.501= 1,27x 2/3 x (2/3g)0,5 x 34,288 x (1,03)1,5Q hitung =42.3702(w)lKesimpulan = Q hitung Qrencana .ASUMSI OK CHUY!!!1.660P + Hd = h5.855m15.6141.95177510432.5491/3*h =1.952m1.652H =9.807m0,26*H =2.550m7.8070,425*H =4.168mmenentukan rembesan air pada tubuh dinding penahan :d = ((1/3)*H) + 1 =4.269m4.269Yo = (h2+d2)0,5 - d =2.977m2.977 =37Ka = (1 - sin )/(1+ sin ) =0.2486Kp =4.0228

Wes dihitung, pke kalkulator

data bab 5Design dinding penahanDari gambar dimaksukkan ke dalam tabelTabel 3.11 Perhitungan Gaya VertikalTabel 3.15NotasiVolume per meter (m3)g (t/m3)Gaya (t)Lengan (m)Momen Tahan (t.m)Gaya vertikalGaya HorisontalMomen TahanMomen Gulingw11.952x0.490x1=0.9562.4002.2960.75000.2450.56222.62297.45826.89130.851187.15184.629w23.678x0.490x1=1.8021.9693.5492.11672.3298.26580.76735.767w31.462x2.550x0.5=1.8641.9693.6701.70662.1908.038267.917120.396w41.4624.342.550x0.5=1.8642.4004.4744.13531.3405.995gamma sub74.8363.960147.521w51.462x1.128x1=1.6491.9693.2472.78973.60411.703w61.025x1.128x1=1.1561.9692.2773.53973.6508.309gamma tw77.855x3.040x1=23.8792.40057.3102.77551.52087.1111.969Stabilitas terhadap guling2.2253aman CHUY!!!w87.855x1.128x0.5=4.4302.40010.6334.49633.41636.321Stabilitas terhadap geser13.6421aman CHUY!!!w91.000x4.168x1=4.1682.40010.0033.92402.08420.847w105.830x0.959x0.5=2.7951.5434.3133.92403.81316.447Stabilitas thd daya dukung tanah pondasittk kerja1.9713Jumlah97.458187.151eks1.1998< 0,26g beton = 2.4 ..teg.max48.5002-177.7690bawah air gamma sub = 1.543 (dari sheet dinding penahan )-3.6653Tabel 3.12 Perhitungan Gaya Horisontal Pasifdi atas air pake gamma t = 1.969 (dari sheet dinding penahan)5.6653274.76948PVolume per meter (m3)Gaya per m (t)Lengan (m)Momen Tahan (tm )Pw7.855x7.855x0.530.8512.61880.767L dinding =1.543Jumlah30.85180.767Tabel 3.13 Perhitungan Gaya Horisontal AktifPanVolume per meter (m3)Gaya per m (t)Lengan (m)Momen Tahan (tm )Pa12.977x1.460x0.52.1737.82216.999Pa26.830x1.460x19.9723.41534.054Pa36.830x2.620x0.58.9472.27720.373Pa46.830x1.698x0.5005.7992.27713.204Jumlah26.89184.629Segitiga besar - segitiga kecilTabel 3.14 Tekanan Up-LiftPvnVolume per meter (m3)Gaya per m (t)Lengan (m)Momen Tahan (tm )Pv11.5x4.168x16.2522.08413.029Pv27.855x4.168x0.516.3701.38922.738Jumlah22.62235.767Cd1.28Rumus Q = Cd x 2/3 x (2/3.g)0,5 x Be x He1,5422.150x (34,37 - 0,20 He) x He1,5(34,56 - 0,26 He) x He1,5=19.536He =0.859611. Be = 34,56 - 0,26 He =24.6772. V = Q/A = Q / Be. ( P + He) =0.2903. Hd = He - (V2 / 2g) =0.8553P+Hd =5.8551/3 h =1.952h+W+2 =9.807b=0.26H2.5500.425 H =4.168

@da di sel hitungandari G@mbar cHuy!!!

kondisi normalNoKeterangan BangunanElevasi bangunanElevasi Muka Air1Lengkung HaroldKoordinatX=0,0; Y=0,0127.250128.057X=0,1; Y=0,011127.242X=0,2; Y=0,036127.213X=0,3; Y=0,074127.151X=0,4; Y=0,124127.046X=0,5; Y=0,184126.888X=0,6; Y=0,254126.666X=0,7; Y=0,335126.371X=0,8; Y=0,424125.993X=0,865; Y=0,487125.9932PeluncurZ0.5517.000517.3891516.500516.8081.5516.000516.2652515.500515.7372.5515.000515.2163514.500514.7003.5514.000514.1884513.500513.6774.5513.000513.1686512.500512.6617517.500517.5003Peredam EnergiBlok Muka122.840122.917Blok Halang123.000123.33Endsill122.910124.43

kondisi normal dan sedimenKa0.2490.7342.2025.259Kp4.02310.5542.6301.052t1.9691.9279910676sat2.54311.1813323188sub1.5433.8779527559L23.3100.744tan 40 = 0.8390e=0.27sr=1gs=2.40.1125

kondisi normal,sedimen,banjirStabilitas Pada Kondisi Air Normal, Tanpa Sedimen, Tanpa GempaMomen Tahan Akibat Tubuh Bendung dan Gaya VertikalJalur Rembesan dan Tekanan Air (Lane)NotasiVolume per meterGaya (t)Jarak (m)Momen TahanMomen Guling dan Gaya Vertikal Akibat Up-LiftMomen Guling Akibat Tekanan Air dan Gaya HorizontalMomen Tahan Akibat Tanah Pasif dan Gaya HorisontalTitikGarisPanjang RembesanDH = Lw/CwHP = H - DHG11.000x1.5001.5002.43.60013.694-49.298-1NotasiVolume/m panjangGaya (t)Jarak (m)Momen GulingNotasiVolume/m panjangGaya (t)Jarak (m)Momen GulingNotasiVolume/m panjangGaya (t)Jarak (m)Momen TahanKontrol terhadap StabilitasVertikalHorizontal1/3 . HorizLwG21.000x5.0005.0002.412.00010.694-128.328-1B-CPv10.5(5.980+5.864)x1.0005.92215.92213.69081.0751Ph10.5(1.500x5.980)4.48514.4851.0004.4851Pp0.5xKpxsubxh2V=62.610Stabilitas terhadap guling =1.68217> 1,5.amanA0.000000.0000.000AG31.500x2.0003.0002.47.2007.194-51.797-1D-EPv20.5(5.191+4.613)x5.00024.511124.51110.547258.5191Ph20.5(4.613+4.940)x0.5002.38812.3880.7591.81310.5(4.023x1.543)x3.9912.38012.3801.734-21.466-1H=9.656Stabilitas terhadap geser =5.06605> 1,5.amanA - B1.5000.0000.000G40.329x3.500x0.5000.5762.41.3826.861-9.481-1F-GPv30.5(4.940+4.709)x2.0009.64919.6497.17169.1921Ph30.5(1.784+2.438)x1.0002.11112.1112.0454.3171Ph70.5(5.191+5.864)x0.5002.76412.7640.765-2.114-1Mt=776.911e =-6.622906.62290B0.0001.5000.52006.5005.980BG54.617x1.0004.6172.411.0816.694-74.176-1H-IPv40.5(3.362+3.247)x1.0003.30413.3045.68618.7891Ph40.5(2.322+2.976)x1.0002.64912.6491.0622.8131Ph80.5(4.709+3.362)x1.0004.03614.0361.083-4.370-1Mg=461.850L/6 =3.88500B - C1.0000.3330.000G61.000x1.061x0.5000.5302.41.2735.861-7.459-1J-KPv50.5(1.900+1.784)x1.0001.84211.8424.6798.6201Ph50.5(2.860+4.820)x3.00011.520111.5200.617-7.108-1Ph90.5(1.900+3.247)x1.0002.57412.5742.131-5.484-1M=315.061V/L =2.68598C0.0001.8330.63566.5005.864CG74.057x1.0004.0572.49.7375.694-55.441-1L-MPv60.5(2.438+2.322)x1.0002.38012.3803.6828.7631Ph60.5(2.829+3.482)x1.0003.15613.1561.948-6.147-1Ph100.5(3.069+4.416)x1.0003.74313.7431.9107.1481[(1 (6 . 7,8470) / 21,821] =1.70473C - D0.5000.0000.000G81.000x1.070x0.5000.5352.41.2844.861-6.242-1N-OPv70.5(2.976+2.860)x1.0002.91812.9182.6857.8341Pa0.5xKaxtxh21Ph110.5(3.367x2.500)4.20914.2091.6677.0161smin =-1.8929053699=-1.893D0.0002.3330.80896.0005.191DG90.987x1.0000.9872.42.3694.695-11.120-1P-QPv80.5(4.820+4.416)x3.50016.162116.1620.3685.94810.5x0.249x1.969x2.250.5510.5511.0000.551Jumlah29.704-19.271smax =7.2648689776=7.265D - E5.0001.6670.000G101.000x1.070x0.5000.5352.41.2843.861-4.958-1R-SPv90.5(3.069+2.829)x2.0776.12516.1252.386-14.614-1Pw0.5xwxh21(6*e)/L1.7047349938E0.0004.0001.38676.0004.613EG111.000x1.9171.9172.44.6013.673-16.901-1S-TPv100.5(2.829+3.482)x1.0003.15613.1563.831-12.089-10.5x1.000x25.0012.50012.5003.66745.838(-)karen auntuk penandaan arah nya saja-3.56605E - F0.5000.0000.000G121.000x1.070x0.5000.5352.41.2842.861-3.674-1T-UPv110.5(3.482+3.367)x1.0003.42513.4254.891-16.749-1Jumlah39.35946.5612.86952.955F0.0004.5001.56006.5004.940FG131.848x1.0001.8482.44.4342.694-11.945-1Jumlah79.394415.288L=23.31F - G2.0000.6670.000G141.848x1.727x0.5001.5952.43.8291.619-6.199-10.7625 dari mana? Di tumus mencari geserG0.0005.1671.79116.5004.709GG151.727x3.0005.1812.412.4341.331-16.550-1v/L itu yang L nya diganti a masss???G - H1.0000.0000.000G161.768x1.0001.7682.44.2430.4191.7781Keterangan :H0.0006.1672.13785.5003.362HG175.858x1.5008.7872.421.0892.46251.9211Asumsi pusat perputaran momen pada titik koordinat (0,0)Pp4.023x1.543x3.99=24.7591637531H - I1.0000.3330.000G181.000x1.000x0.5000.5002.41.2004.0584.8701Gaya yang searah jarum jam terhadap titik (0,0) dianggap (+)Keterangan :I0.0006.5002.25335.5003.247IG191.000x1.0001.0002.42.4004.89111.7381Gaya yang berlawanan arah jarum jam terhadap titik (0,0) dianggap (-)Asumsi pusat perputaran momen pada titik koordinat (0,0)I - J1.0000.0000.000G200.467x0.500x0.5000.1172.40.2800.312-0.087-1Gaya yang searah jarum jam terhadap titik (0,0) dianggap (+)J0.0007.5002.60004.5001.900JWa15.000x7.00035.0001.035.00010.694-374.290-1Pw1x25.00=25Gaya yang berlawanan arah jarum jam terhadap titik (0,0) dianggap (-)J - K1.0000.3330.000Pa0.249x1.969x2.25=K0.0007.8332.71564.5001.784KKeterangan :K - L1.0000.0000.000Jumlah142.004-757.640Asumsi pusat perputaran momen pada titik koordinat (0,0)L0.0008.8333.06225.5002.438LGaya yang searah jarum jam terhadap titik (0,0) dianggap (+)L - M1.0000.3330.000Gaya yang berlawanan arah jarum jam terhadap titik (0,0) dianggap (-)M0.0009.1673.17785.5002.322M1.101M - N1.0000.0000.000N0.00010.1673.52446.5002.976NKurang jarak (dari titik tinjau ke titik berat masing" bangun)N - O1.0000.3330.000atauPa = Ka . t . h2 + . Ka . t . H2O0.00010.5003.64006.5002.860O(dari tirik berat ke garis sebelah kiri ) mercuPd = 0,5 . t . CeO - P3.0000.0000.000Pw = 0,5 x w x (p)2P0.00013.5004.68009.5004.820PPs = 0,5. (sat - w). Cs . H2P - Q3.5001.1670.000Q0.00014.6675.08449.5004.416QQ - R1.0000.0000.000R0.00015.6675.43118.5003.069RR - S2.0770.6920.000S0.00016.3595.67118.5002.829SS - T1.0000.0000.000T0.00017.3596.01789.5003.482TT - U1.0000.3330.000U0.00017.6926.13339.5003.367UU - V2.5000.0000.000V0.00020.1927.00007.0000.000VSumber : Hasil Perhitungan0.000Jumlah14.00018.5776.192201.43669.8311144.000074.1689LwLane(Lv + 1/3. Hv)/ Hw1.8478164307BlighCw =L=2.885HLvPanjang jalur vertikalHvPanjang horizontalHwBeda tinggi hulu dan hilirLPanjang lintasan rembesan airHTinggi air

interpolasiStabilitas Pada Kondisi Air Normal, Penuh Sedimen, Tanpa GempaJalur Rembesan dan Tekanan Air (Lane)Tabel 5.9.Momen Guling dan Gaya Vertikal Akibat Up-LiftTabel 5.9.Momen Guling Akibat Tekanan Air dan Gaya HorizontalMomen Tahan Akibat Tanah Pasif dan Gaya HorisontalTitikGarisPanjang RembesanDH = Lw/CwHP = H - DHMomen Tahan Akibat Tubuh Bendung dan Gaya VertikalNotasiVolume/m panjangGaya (t)Jarak (m)Momen GulingNotasiVolume/m panjangGaya (t)Jarak (m)Momen GulingNotasiVolume/m panjangGaya (t)Jarak (m)Momen TahanVertikalHorizontal1/3 . HorizLwNotasiVolume per meterGaya (t)Jarak (m)Momen TahanPv10.5(5.980+5.864)x1.0005.92215.92213.69081.0751Ph10.5(1.500+5.980)0.0004.48514.4851.0004.4851Pp0.5xKpxsubxh2V=62.610Stabilitas terhadap guling =1.59849> 1,5.amanA0.0000.0000.0000.0000.000G11.000x1.500x01.5002.43.60013.694-49.298-1Pv20.5(5.191+4.613)x5.00024.511124.51110.547258.5191Ph20.5(4.613+4.940)x0.5002.38812.3880.7591.81310.5(4.023x1.543)x3.9912.38012.3801.734-21.466-1H=15.772Stabilitas terhadap geser =3.10138> 1,5.amanA - B1.5000.0000.000G21.000x5.00005.0002.412.00010.694-128.328-1Pv30.5(4.940+4.709)x2.0009.64919.6497.17169.1921Ph30.5(1.784+2.438)x1.0002.11112.1112.0454.3171Ph70.5(5.191+5.864)x0.5002.76412.7640.765-2.114-1Mt=776.911e =-7.009087.00908B0.0001.5000.5206.5005.980G31.500x2.00003.0002.47.2007.194-51.797-1Pv40.5(3.362+3.247)x1.0003.30413.3045.68618.7891Ph40.5(2.322+2.976)x1.0002.64912.6491.0622.8131Ph80.5(4.709+3.362)x1.0004.03614.0361.083-4.370-1Mg=486.029L/6 =3.88500B - C1.0000.3330.000G40.329x3.5000.50.5762.41.3826.861-9.481-1Pv50.5(1.900+1.784)x1.0001.84211.8424.6798.6201Ph50.5(2.860+4.820)x3.00011.520111.5200.617-7.108-1Ph90.5(1.900+3.247)x1.0002.57412.5742.131-5.484-1M=290.882V/L =2.68598C0.0001.8330.6366.5005.864G54.617x1.00004.6172.411.0816.694-74.176-1Pv60.5(2.438+2.322)x1.0002.38012.3803.6828.7631Ph60.5(2.829+3.482)x1.0003.15613.1561.948-6.147-1Ph100.5(3.069+4.416)x1.0003.7413.7431.9107.1481[(1 (6 . 8,0234) / 21,821] =1.80414C - D0.5000.0000.000G61.000x1.0610.50.5302.41.2735.861-7.459-1Pv70.5(2.976+2.860)x1.0002.91812.9182.6857.8341Pa0.5xKaxtxh211Ph110.5(3.367x2.500)4.20914.2091.6677.0161smin =-2.1599060246=-2.1599060246D0.0002.3330.8096.0005.191G74.057x1.00004.0572.49.7375.694-55.441-1Pv80.5(4.820+4.416)x3.50016.162116.1620.3685.94810.5x0.249x1.969x2.2500.55110.5511.0000.55129.704-19.2710smax =7.5318696323=7.5318696323D - E5.0001.6670.000G81.000x1.0700.50.5352.41.2844.861-6.242-1Pv90.5(3.069+2.829)x2.0776.12516.1252.386-14.614-1Pw0.5xwxh20.00011(6*e)/L1.8041402297E0.0004.0001.3876.0004.613G90.987x1.00000.9872.42.3694.695-11.120-1Pv100.5(2.829+3.482)x1.0003.15613.1563.831-12.089-10.5x1.000x25.0000.00012.500112.5003.66745.838-1.6013756375E - F0.5000.0000.000G101.000x1.0700.50.5352.41.2843.861-4.958-1Pv110.5(3.482+3.367)x1.0003.42513.4254.891-16.749-1Ps0.5xtxh2xKa11L=23.3146.838F0.0004.5001.5606.5004.940G111.000x1.91701.9172.44.6013.673-16.901-179.394415.2880.5x1.968503937x25.00x0.2496.11716.1173.95324.1792.69F - G2.0000.6670.000G121.000x1.0700.50.5352.41.2842.861-3.674-145.47670.741G0.0005.1671.7916.5004.709G131.848x1.00001.8482.44.4342.694-11.945-1Keterangan :21.126G - H1.0000.0000.000G141.848x1.7270.51.5952.43.8291.619-6.199-1Asumsi pusat perputaran momen pada titik koordinat (0,0)Keterangan :H0.0006.1672.1385.5003.362G151.727x3.00005.1812.412.4341.331-16.550-1Gaya yang searah jarum jam terhadap titik (0,0) dianggap (+)Asumsi pusat perputaran momen pada titik koordinat (0,0)H - I1.0000.3330.000G161.768x1.00001.7682.44.2430.4191.7781Gaya yang berlawanan arah jarum jam terhadap titik (0,0) dianggap (-)Gaya yang searah jarum jam terhadap titik (0,0) dianggap (+)I0.0006.5002.2535.5003.247G175.858x1.50008.7872.421.0892.46251.9211Gaya yang berlawanan arah jarum jam terhadap titik (0,0) dianggap (-)I - J1.0000.0000.000G181.000x1.0000.50.5002.41.2004.0584.87017.9133858268J0.0007.5002.6004.5001.900G191.000x1.00001.0002.42.4004.89111.7381J - K1.0000.3330.000G200.467x0.5000.50.1172.40.2800.312-0.087-13.9566929134Keterangan :K0.0007.8332.7164.5001.784Wa15.000x7.000035.0001.035.00010.694-374.290-1Pa = Ka . t . h2 + . Ka . t . H2Asumsi pusat perputaran momen pada titik koordinat (0,0)K - L1.0000.0000.000142.004-757.640Pd = 0,5 . t . CeGaya yang searah jarum jam terhadap titik (0,0) dianggap (+)L0.0008.8333.0625.5002.438Pw = 0,5 x w x (p)2Gaya yang berlawanan arah jarum jam terhadap titik (0,0) dianggap (-)L - M1.0000.3330.000Ps = 0,5. (sat - w). Cs . H2M0.0009.1673.1785.5002.322M - N1.0000.0000.000N0.00010.1673.5246.5002.976N - O1.0000.3330.000O0.00010.5003.6406.5002.860O - P3.0000.0000.000Asumsi pusat perputaran momen pada titik koordinat (0,0)P0.00013.5004.6809.5004.820Gaya yang searah jarum jam terhadap titik (0,0) dianggap (+)P - Q3.5001.1670.000Gaya yang berlawanan arah jarum jam terhadap titik (0,0) dianggap (-)Q0.00014.6675.0849.5004.416Q - R1.0000.0000.000R0.00015.6675.4318.5003.069R - S2.0770.6920.000S0.00016.3595.6718.5002.829S - T1.0000.0000.000T0.00017.3596.0189.5003.482T - U1.0000.3330.000U0.00017.6926.1339.5003.367U - V2.5000.0000.000V0.00020.1927.0007.0000.000Sumber : Hasil Perhitungan0.0000.000

INGAT :Panjang Lengan

LANE BLIGHStabilitas Pada Kondisi Air Normal, Penuh Sedimen, GempaJalur Rembesan dan Tekanan Air (Lane)Momen Guling dan Gaya Vertikal Akibat Up-LiftMomen Guling Akibat Tekanan Air dan Gaya HorizontalMomen Tahan Akibat Tanah Pasif dan Gaya HorisontalTitikGarisPanjang RembesanDH = Lw/CwHP = H - DHHMomen Tahan Akibat Tubuh Bendung dan Gaya VertikalNotasiVolume/m panjangGaya (t)Jarak (m)Momen GulingNotasiVolume/m panjangGaya (t)Jarak (m)Momen GulingNotasiVolume/m panjangGaya (t)Jarak (m)Momen TahanVertikalHorizontal1/3 . HorizLwNotasiVolume per meterGaya (t)Jarak (m)Momen TahanB-CPv10.5(6.772+6.642)x1.0006.70716.70713.69091.8151Ph10.5(1.500x6.772)x5.07915.0791.0005.0791Pp0.5xKpxsubxh20.0000.0000V=70.761Stabilitas terhadap guling =1.23626> 1,25.tidak amanA0.0000.0000.0000.8550.8550.000AG11.000x1.5001.5002.43.60013.694-49.298-1D-EPv20.5(5.947+5.299)x5.00028.116128.11610.547296.5411Ph20.5(5.299+5.605)x0.5002.72612.7260.7592.06910.5(4.0227912058x1.5433070866)x3.98800912.38012.3801.7340-21.466-1H=21.117Stabilitas terhadap geser =123.98166> 1,75.amanA - B1.50000.0000.0000G21.000x5.0005.0002.412.00010.694-128.328-1F-GPv30.5(5.605+5.345)x2.00010.950110.9507.17178.5211Ph30.5(2.308+2.919)x1.0002.61312.6132.0455.3441Ph70.5(6.642+5.947)x0.52.76412.763750.7650-2.114-1Mt=694.317e =-9.779839.77983B0.00000.0001.5000.5847.3556.7726.500BG31.500x2.0003.0002.47.2007.194-51.797-1H-IPv40.5(3.956+3.827)x1.0003.89113.8915.68622.1261Ph40.5(2.789+3.400)x1.0003.09513.0951.0623.2861Ph80.5(5.345+3.956)x14.03614.03551.0830-4.370-1Mg=561.627L/6 =3.88500B - C0.00010.3330.0000G40.329x3.5001.1522.42.7646.861-18.961-1J-KPv50.5(2.437+2.308)x1.0002.37312.3734.67911.1021Ph50.5(3.270+5.103)x3.00012.561112.5610.617-7.750-1Ph90.5(3.827+2.437)x12.57412.57352.1310-5.484-1M=132.690V/L =3.03566C0.00000.0001.8330.7137.3556.6426.500CG54.617x1.000x0.0004.6172.411.0816.694-74.176-1L-MPv60.5(2.919+2.789)x1.0002.85412.8543.68210.5081Ph60.5(2.991+3.602)x1.0003.29713.2971.948-6.422-1Ph100.5(4.650+3.261)x13.74313.74251.91007.1481[(1 (6 . 8,8355) / 21,821] =2.51733C - D0.50000.0000.0000G61.000x1.061x0.5000.5302.41.2735.861-7.459-1N-OPv70.5(3.400+3.270)x1.0003.33513.3352.6858.9551Pa0.5xKaxtxh2Ph110.5(3.473x2.5)x4.20914.208751.66707.0161smin =-4.60611=-4.60611D0.00000.0002.3330.9086.8555.9476.000DG74.057x1.0004.0572.49.7375.694-55.441-1P-QPv80.5(5.103+4.650)x3.50017.068117.0680.3686.28110.5x0.249x1.969x2.2500.5510.5511.0000.5511Jumlah29.704-19.271smax =10.67743=10.67743D - E0.00051.6670.0000G81.000x1.070x0.5000.5352.41.2844.861-6.242-1R-SPv90.5(3.261+2.991)x2.0776.49216.4922.386-15.491-1Pw0.5xwxh2(6*e)/L2.5173305053E0.00000.0004.0001.5566.8555.2996.000EG90.987x1.0000.9872.42.3694.695-11.120-1S-TPv100.5(2.991+3.602)x1.0003.29713.2973.831-12.630-10.5x1.000x25.00012.50012.5003.66745.8381-122.4816560896E - F0.50000.0000.0000G101.000x1.0701.0702.42.5683.861-9.915-1T-UPv110.5(3.602+3.473)x1.0003.53713.5374.891-17.301-1Ps0.5xtxh2xKa3.24349.644F0.00000.0004.5001.7517.3555.6056.500FG111.000x1.91700.0001.9172.44.6013.673-16.901-1Jumlah88.620480.4270.5x1.969x34.333x0.2498.4008.4003.95333.2061Keterangan :L23.31F - G0.00020.6670.0000G121.000x1.0701.0702.42.5682.861-7.347-1Jumlah50.82181.200Asumsi pusat perputaran momen pada titik koordinat (0,0)G0.00000.0005.1672.0107.3555.3456.500GG131.848x1.0001.8482.44.4342.694-11.945-1Gaya yang searah jarum jam terhadap titik (0,0) dianggap (+)G - H1.00000.0000.0000G141.848x1.727x0.5001.5952.43.8291.619-6.199-1Gaya yang berlawanan arah jarum jam terhadap titik (0,0) dianggap (-)H0.00000.0006.1672.3996.3553.9565.500HG151.727x3.0005.1812.412.4341.331-16.550-1H - I0.00010.3330.0000G161.768x1.0001.7682.44.2430.4191.7781Keterangan :37Nc70.1I0.00000.0006.5002.5296.3553.8275.500IG175.858x1.5008.7872.421.0892.46251.9211Asumsi pusat perputaran momen pada titik koordinat (0,0)5.947Nq53.8I - J1.00000.0000.0000G181.000x1.000x0.5000.5002.41.2004.0584.8701Gaya yang searah jarum jam terhadap titik (0,0) dianggap (+)Ng68.1J0.00000.0007.5002.9185.3552.4374.500JG191.000x1.0001.0002.42.4004.89111.7381Gaya yang berlawanan arah jarum jam terhadap titik (0,0) dianggap (-)J - K0.00010.3330.0000G200.467x0.500x0.5000.1172.40.2800.312-0.087-1K0.00000.0007.8333.0475.3552.3084.500KWa15.000x7.00035.0001.035.00010.694-374.290-10.7340067516K - L1.00000.0000.0000Wa27.195x0.8556.1521.06.15213.78084.775-10L0.00000.0008.8333.4366.3552.9195.500LWa30.855x0.996x0.50.4261.00.4268.0603.431-1Pa = Ka . t . h2 + . Ka . t . H2L - M0.00010.3330.0000Wa40.413x0.500x0.50.1031.00.1037.9700.822-1LPd = 0,5 . t . CeM0.00000.0009.1673.5666.3552.7895.500MWa50.396x0.920x0.50.1821.00.1827.4201.352-1Keterangan :Pw = 0,5 x w x (p)2M - N1.00000.0000.0000Wa60.321x0.702x0.2251.00.2257.1601.612-1Asumsi pusat perputaran momen pada titik koordinat (0,0)Ps = 0,5. (sat - w). Cs . H2N0.00000.00010.1673.9557.3553.4006.500NWa70.730x0.264x0.1931.00.1936.7401.301-1Gaya yang searah jarum jam terhadap titik (0,0) dianggap (+)N - O0.00010.3330.0000Wa80.729x0.234x0.1711.00.1716.6701.138-1Gaya yang berlawanan arah jarum jam terhadap titik (0,0) dianggap (-)O0.00000.00010.5004.0857.3553.2706.500OWa90.212x6.141x0.50.6511.00.6513.6702.389-1O - P3.00000.0000.0000Wa105.390x1.976x0.55.3251.05.3250.7303.887-1P0.00000.00013.5005.25210.3555.1039.500PJumlah159.381-675.046P - Q0.0003.51.1670.0000Q0.00000.00014.6675.70610.3554.6509.500QAsumsi pusat perputaran momen pada titik koordinat (0,0)Q - R1.00000.0000.0000Gaya yang searah jarum jam terhadap titik (0,0) dianggap (+)R0.00000.00015.6676.0959.3553.2618.500RGaya yang berlawanan arah jarum jam terhadap titik (0,0) dianggap (-)R - S0.0002.0770.6920.0000S0.00000.00016.3596.3649.3552.9918.500SS - T1.00000.0000.0000T0.00000.00017.3596.75310.3553.6029.500TT - U0.00010.3330.0000U0.00000.00017.6926.88310.3553.4739.500UU - V2.50000.0000.0000V0.00000.00020.1927.8557.8550.0007.000VWX0.759zA'B'C'BlighCw =L=2.571D'HE'

RANI:Panjng Lengan

129013012129.833333333310

VERTIKALHORIZONTALAB1.5BC1CD0.5DE5EF0.5FG2GH1HI1IJ1JK1KL1LM1MN1NO1OP3PQ3QR1RS2.1ST1TU1UV2.5JUMLAH18.1JUMLAH14CLANE2.5CBLIGH4BLIGHDELTA H5.86L>C X DELTA H32.1>23.44LANEDELTA H5.86L>C X DELTA H20.0333333333>14.65

MBD0000C3D9.unknown

MBD0000C3DB.unknown

MBD0000C3DC.unknown

MBD0000C3DA.unknown