Base flowDATA SHEET FOR CALCULATION OF DISCHARGE USING THE FLOAT GAUGING TECHNIQUESebate wodel river at febraruy 5/2006Enter data in green cellsCalculations are performed in yellow cellsDo not change red cellsDate:Time at start:Staff Gauge at start:Station:Time at end:Staff Gauge at end:Name of site manager:Start from left bank, divide stream into 5-10 equal sectionsDEPTH at Cross Section Profile 1 (upstream cross section)DEPTH at Cross Section Profile 2 (middle cross section)DEPTH at Cross Section Profile 3 (downstream cross section)Total Width (metres):3Total Width (metres):3.2Total Width (metres):3.1Distance from LB (cm)Water Depth (cm)Distance from LB (cm)Water Depth (cm)Distance from LB (cm)Water Depth (cm)0 cm (Left bank)0000002062011209401340184096016602160680178017801790179022901311020110191101813020130181301515019150141501017016170101708190101908190921072108210023052300230(Edge right bank)2500250250Mean depth (m):0.120.130.10Area of Cross section profile (m2):0.360.410.29FLOAT MEASUREMENTSVELOCITY MEASUREMENT 1VELOCITY MEASUREMENT 2VELOCITY MEASUREMENT 3Length of reach (metres):151515Section (as per above)Distance from LB (m)Time (seconds)Distance from LB (m)Time (seconds)Distance from LB (m)Time (seconds)0 cm (Left bank)0000002010.622010.622010.624021.964021.964021.966010.896010.896010.898011.898011.898011.899011.439011.439011.4311010.7111010.7111010.7113011.4813011.4813011.4815011.4315011.4315011.4317020.8417020.8417020.8419011.6619011.6619011.66(Edge right bank)21019.8921019.8921019.89Average no of seconds over the reach:131313Average velocity for measurement 1 (m/s):1.181.181.18CALCULATION OF DISCHARGE (m3/s)OBSERVATIONS (weather, flow conditions, difficulties experienced during measurement)Average cross section area:0.353Average measured velocity (m/s):1.18Velocity coefficient:0.65Average channel velocity (m/s):0.77Discharge (Flow) (m3/s):0.270270.251ls

TWDminimum river bed level2143.537Table: TWD Computation at Wier AxisStage, H (m)Tail water depthManning's Roughness, nWater Area, A (m2)Wetted primeter, P(m)Hydraulic Radius, R (m)Longitudinal Slope, S (m/m)Velocity, V (m/s)Discharge, Q (m3/s)2143.5370.0000.03501.5010.000.0090.000.002144.0370.5000.0351.22314.780.260.0091.121.372144.5371.0000.0354.68429.570.490.0091.738.092145.0371.5000.03510.512814.340.730.0092.2623.77DIEL2145.5372.0000.03518.616518.750.990.0092.7751.5202148.5942146.0372.5000.03528.994824.871.170.0093.0889.310.252148.4952146.5373.0000.03542.891830.751.390.0093.47148.890.52148.3942147.0373.5000.03558.56533.741.740.0094.02235.200.752148.2912147.5374.0000.03575.34835.82.100.0094.57344.0912148.1862148.0374.5000.03593.019437.842.460.0095.06471.111.252148.082148.5375.0000.035111.654939.892.800.0095.52616.631.52147.971INTERPOLAT FOR QDTell water depthVelocity1.752147.861148.892146.537148.893.000148.8903.4722147.75162.472146.616162.473.079162.4703.55699895842.252147.636235.202147.037235.203.500235.2004.022.52147.5212.752147.40432147.285MAX162.473.252147.1643.52147.0453.752146.97942146.9164.252146.8544.52146.7944.752146.73752146.6815.252146.6275.52146.5755.752146.52562146.4776.252146.4316.52146.3876.752146.34572146.3067.252146.2877.52146.268AVERAGE RIVER BED SLOPE7.752146.248CHELVPDACCUMULATIVE HEIGHTTotal areaHavIav82146.22302146.6860005.34182534980.0098.252146.19742146.63840.0480.108.52146.17182146.62340.0150.088.752146.145122146.5640.0630.3992146.119162146.52240.0380.349.252146.092202146.48140.0410.439.52146.065242146.44940.0320.409.752146.038282146.36240.0871.23102146.01322146.27740.0851.4010.252145.982362146.18840.0891.6410.52145.954402146.07640.1122.2810.752145.902442145.87840.1984.41112145.85482145.73740.1413.4811.252145.798522145.67140.0661.7911.52145.747562145.13440.53715.0711.752145.697602144.52340.61118.60122145.647642143.62340.929.1112.252145.59864.0310797182143.60700.0160.9612.52145.55682143.8984-0.275-8.9012.752145.502722144.2324-0.334-12.16132145.456762144.8044-0.572-21.9013.252145.41802145.9224-1.118-45.0113.52145.364842146.7894-0.867-36.9713.752145.32882146.62140.1686.96142145.276922146.07240.54925.3414.252145.236962145.38640.68633.2014.52145.1981002144.7240.66633.6414.752145.161042144.16640.55429.14152145.1221082144.08740.0794.5415.252145.0851122144.05940.0281.6115.52145.0481162143.97240.0875.0615.752145.0121202143.88140.0915.50162144.9761242143.71840.16310.1516.252144.9411282143.52840.1912.2416.52144.9061322143.4240.1087.2216.752144.8711362143.35340.0674.61172144.8361402143.3540.0030.2417.252144.7931442143.3534-0.003-0.2117.52144.7491482143.2340.1239.1017.752144.7121522142.80940.42132.06182144.6761562142.9074-0.098-7.4318.252144.641602142.9884-0.081-6.5318.52144.6041642142.89140.0977.9118.752144.5681682143.0894-0.198-16.58192144.5311722142.9340.15913.5819.252144.4951762142.77940.15113.3719.52144.4581802142.7640.0191.7919.752144.4211842142.8174-0.057-5.23202144.3851882142.9144-0.097-9.1520.242144.3481922142.81440.19.5520.492144.3111962142.75540.0595.8320.742144.2742002142.6340.12512.53212144.2362042142.6684-0.038-3.8121.252144.1892082142.7044-0.036-3.7621.52144.142122142.58340.12112.8121.742144.092162142.7474-0.164-17.6521.992144.0412202142.72340.0242.5622.242143.9912242142.67840.0455.0522.492143.9412282142.7284-0.05-5.6822.742143.8912322142.60240.12614.5922.992143.8412362142.6964-0.094-11.0323.242143.792402142.8974-0.201-24.1723.492143.742442142.82240.0759.0523.742143.6892482142.52340.29937.1123.992143.6382522142.32840.19524.7224.242143.5882562142.13840.1924.4224.492143.5372602141.95240.18624.2724.742143.5652642142.0124-0.06-7.8324.992143.622682142.654-0.638-85.5225.242143.6762722142.37140.27937.6225.492143.7322762141.87940.49268.0425.742143.792802141.9424-0.063-8.5725.992143.8482842141.9440.0020.2526.242143.9062882141.9240.022.8826.492143.9832922141.90340.0172.4926.742144.0582962141.67340.2334.0526.992144.1333002141.58640.08713.1627.242144.2073042141.42340.16324.8227.492144.283082141.25740.16625.6527.742144.3513122141.09740.1625.0427.992144.4223162140.93140.16626.3128.242144.5143202140.89740.0345.5228.492144.6153242140.84340.0548.7728.742144.7153282140.6840.16326.7628.992144.8143322140.67340.0071.2429.242144.9123362140.60440.06911.6029.492145.0093402140.45240.15225.8729.742145.1053442140.44740.0050.9429.992145.23482140.29940.14825.7530.242145.2953522140.15340.14625.7730.492145.3883562140.04240.11119.8330.742145.4813602139.93440.10819.5030.992145.5723642139.82440.1120.0731.242145.6633682139.71540.10920.1131.492145.7533722139.794-0.075-13.9031.742145.8043762139.8164-0.026-4.9331.992145.8353802139.8424-0.026-4.9532.242145.8643842139.9554-0.113-21.7132.492145.8923882140.0514-0.096-18.6832.742145.9183922139.90840.14327.9832.992145.9443962139.914-0.002-0.3233.242145.9684002139.89940.0112.2033.492145.9914042139.9874-0.088-17.7733.742146.0134082140.2274-0.24-49.0033.992146.0344122140.6074-0.38-78.4034.242146.0544162140.56740.048.1334.492146.0724202140.21640.35173.7334.742146.0894242140.07240.14430.7034.992146.1054282139.92240.1532.1735.242146.214322139.76940.15333.1235.492146.3784362139.68540.08418.3935.742146.5894402139.62240.06313.9035.992146.84442139.59440.0286.2536.242147.0084482139.57540.0194.2736.492147.2144522139.55340.0224.9836.742147.4164562139.54940.0040.9236.992147.6164602139.54340.0061.3837.242147.8124642139.53340.012.3237.492148.0064682139.51840.0153.5137.742148.1974722139.49940.0194.4937.992148.3844762139.47440.0255.9638.242148.5694802139.44540.0296.9738.492148.754842139.41240.0338.0038.742148.894882139.33640.07618.5638.992148.9944922139.19140.14535.7139.242149.0954962139.09340.09824.3839.492149.1935002138.96640.12731.8039.742149.2885042138.84640.1230.3039.992149.3795082138.77740.06917.5940.242149.4685122138.74440.0338.4840.492149.5535162138.40340.34187.9940.742149.6355202138.25940.14437.6140.992149.7145242138.10640.15340.1641.242149.7915282137.75440.35293.0041.492149.8635322137.65840.09625.7141.742149.9335362137.7264-0.068-18.1841.9921505402137.55940.16745.0642.242150.0545442137.15840.401109.1642.492150.15482137.11940.03910.8942.742150.1455522137.164-0.041-11.3042.992150.195562136.9740.1952.8043.242150.2355602136.60540.365102.2943.492150.285642136.50240.10329.2343.632150.305564.00564.0310.201506.392143.537

AberaChala:From CADAberaChala:From CADAbera:Top of bank

TWD

TELL WATER DEPTHDischarge, Q (m3/s)Stage, H (m)TWD at Wier Site

MCD

2146.844River x-section2143.537

HEAD WORK DE

AXIS(2143.607,64.034AVERAGE RIVER BED SLOPEAVERAGE RIVER BED SLOPE

Impervious apronTOTAL COMMAND AREA(HEC)DUTY(L/S/HEC)Q(L/S)Q(m3/S)Depth of water(m)Depth of canal(m)COMMAND AREALS552.41320.1320.350.400.5LS38.92RS352.4840.0840.290.300.5RS17.394TOTAL9032700.21656.314Q30%QCom27381.979.625191.1Design of Main canal (left side canal )based on Manning's equationDesign of Main canal 1(lright side canal) based on Manning's equationMasonry linedEarthen canalGIVEN :Q =0.132GIVEN :Q =0.084b/d =2b/d =2m =0dm =0n =0.018n =0.018So =0.001So =0.001Assumed =0.35bAssumed =0.29b =0.70b =0.59CalculateA=b*d+md^20.242CalculateA=b*d+md^20.172P=b+2d(1+m^2)^0.51.391P=b+2d(1+m^2)^0.51.175R =A/P0.174R =A/P0.147RequiredRequiredV=1/n*(R)^2/3*(So)^0.50.547discharge =V=1/n*(R)^2/3*(So)^0.50.489discharge =Q =A*V0.1320.1320Q =A*V0.0840.0840Assumed free boardAssumed free boardF =0.2000F =0.2000Summary of design parametersSummary of design parametersSide slope =0Side slope =0Bed slope =0.10%Bed slope =0.10%Depth of flow =0.35Depth of flow =0.29Bottom width =0.70Bottom width =0.59Depth of canal =0.55Depth of canal =0.49

Stability(with Uplift)(Case-1)PART-1. WEIR HEIGHT DETERMINATIONNOREQUIRED DATAVALUEUNITREMARK1Minimum river bed level=2144.63mriver bed level=2144.632Water depth in the canal(RIGHT SIDE MC) = DRS0.30mFrom MCD3Water depth in the canal(LEFT SIDE MC) = DLS0.40mFrom MCD4length of main canal from the head regulator to the 1st off-take(LEFT SIDE)350mFrom topo5length of main canal from the head regulator to the 1st off-take(RIGHT SIDE)756.19mFrom topo6Bed slope of the main canal(left side), S (LS)0.001m/mFrom MCD7Bed slope of the main canal(Right side), S (RS)0.001m/mFrom MCD8Peak irrigable land level in the command area(LS)2146.77mFrom topo9Peak irrigable land level in the command area(RS)2144.88mFrom topo10Tell water level from rating curve for QD,TWD2146.62mFro TWD11Design discharge from perivious QD =162.470mFrom Hyd12Head loss across head regulator =0.100mAssumed13Head loss at the Turn out =0.050mAssumed14Operational head losses0.100mAssumed15Head loss along Right side MC, hf=0.76m16Head loss along Left side MC, hf=0.35m17Thus tell water depth (TWD) in meter3.079mOUT PUTVALUEUNITREMARK3Weir Crest Level (WCL)=(Considering Left Side)2147.77m4Weir Crest Level (WCL)=(Considering Right Side)2146.19m5Bottom intake level=Max. command level + HL along MC(LEFT SIDE)2147.120mRS MC6Bottom intake level=Max. command level + HL along MC(RIGHT SIDE)2145.640m7Weir Height considering Left side command=3.14mSelect the larger value8Weir Height considering Right side command=1.6m9Avaliable driving head (for left side Main canal) =0.65mOk10Avaliable driving head (for Right side Main canal) =2.13Ok11Minimum driving head for LS main Canal full supply discharge0.25m12Minimum driving head for RS main Canal full supply discharge1.83PART-2. DISCHARGE COOFICIENT DETERMINATIONSELECTION OF WEIR TYPE:-The weir type is selected from different angles.Some of these are construction materials availability,foundation of the seat,height of the weir,the transported materials during flood time, Considering the foundation the weir is selected to be ogee type constructed as cyclyopean concrete with proper capping of reinforced concrete. In this project,there are different size of stones along the river and the abutments.13REQUIRED DATAVALUEUNITREMARK14C (for ogee crested weir) from tabel =2.225-Pier conditionKp15Top width of existing river=35.5mSquare nosed pier0.0216N(no divide wall)2Rounded nosed piers0.0117Thickness off D.wall(t)0.8Pointed nose piers018Pier(divide wall) Condition (Kp) from tabel0.01from tabelAbutment conditionKa19Abutument Condition(Ka)0.1from tabelSquare abutments with head wall at 90o to the direction of flow0.220Weir Height considering Left side command=3.14Rounded abutments with head wall at 90o to the direction of flow0.121Design discharge from perivious QD =162.5Rounded abutments at 45o022Upstream water depth P= (RBL-WCL)3.1mOUT PUTVALUEUNITREMARKThe depth of approach head (weir height/head of water above the crest i.e. h/Hd) and submergence need to be checked whether a correction factor needs to be applied for the assumed coefficient of discharge or not.23Total head over the crust = QD = CLHe3/2 FROM WHICH >> He = (QD/CL)2/31.617m24He = Hd+Hav; Hav=Va2/2g where Va =Q/A = QD/(L*(h+Hd)) therefor He =Hd+(QD/(L*(h+Hd)))^2/2g1.617m25Hd (Goal seek)261.57mD/S TEL =Hd =1.5727Check effect of height of spillway on.... Cd=(H/Hd)2.00mneglect 'Ha'U/S HFL =2149.39928Check effect of depth of approach ...(He/Hd) in Cd1.0C=Cd=2.2 & He=Hd29Effective length of the designed weir dimension.. (Le) = L-2*[N*Kp+Ka]*HeWCL =2147.770D/S TWL=0.000Trail-1Le =35.11mD/S HFL =2147.709He =1.629mTrail-2Le =35.11mHe =1.629mH =3.140Y2 =0.00TWD=3.07930Check for velocity head (Ha) =Ha =V2/2g whereY1 =0.000V = Qd/A.. that is .Qd/(L+N*t)*(H+He)0.918m/sHa=0.043mOGL=2144.630SB Level =2144.630Check for D/S submergenc effectD/S submergenc effect(Hd+H/He) = (He+H)/He2.9No Effect on CdPART-3. CHECK FOR AFLUX31U/s HFL = U/s bed level +weir height+Hd2149.34m32U/s TEL =U/s HFL +approach velocity head2149.38m33D/s HFL=River bed +Tail water depth2147.71m34D/s TEL=D/sHFL+V22/2g,35Aproachi Velocity head = Ha =V22/2g0.145m36D/s TEL=2147.85m37Aflux1.6mPART-4. WEIR PROFILE DETERMINATIONREQUIRED DATAVALUEUNITREMARKValues of K & n based on U/S shapeSelected weir Type =Vertical Ogee weirU/s SlopeKnK2-Vertical21.85n1.85-1:3 (H:V)1.9361.836Hd =He =1.629m2:3 (H:V)1.9361.813.029m3:3 (H:V)1.8731.776Down stream slope =H : V0.61(Dy/Dx) =1.6667OUT PUTVALUEUNITREMARK314.1. determination of D/S faceDown stream profile Xn = K* Hdn-1*YX1.85 =2*Hd0.85*YY =X1.85/2*Hd0.85Y =X1.85/2*1.6290.85Y =X1.85/3.029dy/dx(X1.85/3.029) =1.6671.85*X1.85-1/3.0291.6671.85*X0.85/3.0291.667Goal seek1.667X =3.26Y =2.728x00.27149492420.54298984840.81448477251.08597969671.35747462091.62896954511.90046446922.17195939342.44345431762.71494924182.98644416593.25793909013.25793909014.68.58.8998.6y00.02750505390.09915577030.20993595360.35745673550.54014083180.75681950111.00656975081.2886321931.60236386781.94720869822.3226777972.72833570212.72833570210-0.0275050539-0.0991557703-0.2099359536-0.3574567355-0.5401408318-0.7568195011-1.0065697508-1.288632193-1.6023638678-1.9472086982-2.322677797-2.7283357021-2.7283357021-2.75-2.75-2.3-2.3-4.8-4.832Up stream profile determination.Y =((0.724(X+0.27*Hd)1.85)/(Hd0.85))+0.126Hd-0.4315Hd0.375(X+0.27Hd)0.625The U/S profile extend up to X=-0.27Hd =-0.43992682.Y =0.20529918274.2. determination of U/S faceX0-0.0733211367-0.1466422733-0.21996341-0.2932845467-0.3666056834-0.43992682-0.43992682-1.3-1.3-0.85-0.85012.52.544668.68.6Y-0.00021145290.00322917510.0139943480.03321051920.06291266710.1078853860.20529918272.72833570210.0002114529-0.0032291751-0.013994348-0.0332105192-0.0629126671-0.107885386-0.2052991827-3-3-4.5-4.5-3.4-3.4-3.8-3.8-3.6-3.6-3.3-3.3-3.1-3.1-4.84.3. determination Rivers curve33D/S riverse curve diterminationHd =1.629mRo = 0.305*10k2.78mK = (V+6.4Hd+4.88)/(3.6Hd+19.5)0.9595523836V = (2g(H+0.5Hd)0.59.0318142028PART-5. HYDRAULIC JUMP DETERMINATIONREQUIRED DATAVALUEUNITREMARKUp stream river bed level (U/S RBL )=2144.630mComment USBR & Indian S.basinWeir height (H) =3.14Type of jumpfroud noEnergy dissipationWeir crest level (WCL) =2147.770undular1-1.75%Thus tell water depth (TWD) in meter(D=Y2)3.079mweak1.7- 2.520%Design discharge from perivious QD =162.470moscillating2.5 - 4.520-40%Effective Length Leff =35.11msteady4.5 - 9.045-70%Down stream river bed level (D/S RBL) =2144.630mstrong> 970-85%He =( Q/Cle)2/31.629mdesign discharge per meter width (q)4.628m3/s/mHa =( Va2/2g) = (Q/Y1)2/2g0.043mHd1.57mOUT PUTTrial-1Applying Bernoulli's Equation b/n u/s and at the toe of spillway >>>> E1=W2Trial-2Assuming the depth of appron is lowerd by D1 =-0.25Q =AV1 >>q/Le = AV1 = V1 = q/Y1Applying Bernoulli's Equation b/n u/s and at the toe of spillwayH+He = Y1+ (V12/2g)H+He = D/SRBL-0.6+Y1+ (V12/2g)4.7694Y1+((q/Y1)2/2*g)4.76935859268286D/S RBL-0.6+Y1+((q/Y1)2/2*g)GOAL SEEKGOAL SEEKY1+((q/Y1)2/2*g) =5.019Y1+((q/Y1)2/2*g) =5.019Y10.4910Y10.4773solve by goal seek5.019solve by goal seek5.269Incoming froude number (Fr1) =V1/ (gy1)Incoming froude number (Fr1) =V1/ (gy1)V1 = q/Y19.4251951529V1 =9.696Fr1 =4.29Fr1 =4.5Ha1 =4.5277Ha1 =4.7919from Y1/Y2 = 1/2*(-1+(1+8F12)TWDfrom Y1/Y2 = 1/2*(-1+(1+8F12)TWDY2 =2.753.079Y2 =2.80V2 =1.685V2 =1.655Ha2 =0.145Ha2 =0.1397Head loss (HL) = (Y2-Y1)3/(4Y1Y2)2.127Head loss (HL) = (Y2-Y1)3/(4Y1Y2)2.3Difference B/n Y2 AND TWD i.e (Y2-TWD)=-0.3321Difference B/n Y2 AND TWD i.e (Y2-TWD)=-0.28345.1. Position of the jumpSIN250.4226182617The discharge per unit width = q =CdH3/2COS250.906307787Where H =U/S TEL-WCL =1.613Tan290.5543090515Cd =2.225q (m3/s/m)=4.56Tan230.4244748162WCL2147.77U/S TEL =2149.383Tan250.4663076582D/S TEL =2147.855HL =1.528INPUTOUT PUTEf23.1SIN190Location of the Jump = D/S TEL - Ef22144.75COS105.2. Length of D/s aprone5.3. Back water curve length(BL)TAN145Length of the jump = 5-6*(Y2-Y1) =12.50Back water length =Y=(Xs-2o)1/2 +2oREMARK ;- Since there was no detail Head work Geological report and as we obserb during site visite the top part of the river geology weatherd it is higly recommend to remove the weathered part FOR A DEPTH OF 0.5M and provide C-20 plain concrete for the given length.TWD3.079Hd1.57WEIR HEIGHT (H) =3.1river slope0.0095Accourding to Bligh's L =2.21C(HL/10)o1.63030156668306TED0.000Take "C" Based on foundation material in our case the foundation is belived to be sound rock deep after the weathered partX =352.51LengthTETA16.57.000Y0.0010L =6.0LjY2Y1Y1/Y2f1YtProvide an average D/S apron length =12.51.01645995040.1372995680.38260889072.78667221154.53.307Tickness of apron for U/S0.5U/S Apron length considering the river foundation take A Nominial length of1.02144.630REQUIRED DATAVALUEVALUEREMARKCase-1Case-2Crest level(CL)2146.4272146.427RBL2143.2872143.037D/S river bed lowered byC =2.2252.23-0.25Lef =35.1135.11H3.143.14Hd=He1.631.63TWD3.083.08OUT PUTCASE-1Stage, H (m)Q (m3/s)He=(Q/CL)2/3 (m)q=Q/25 (m3/s/m)R=1.35*(q2/2)(1/3) (m)v=q/R (m/s)ha=v2/(2*g) (m)U/s HFL=RBL+H+(He-ha ) (m)U/s TEL=U/sHFL+ha (m)Tail water depth (m)D/s HFL=RBL+TWD (m)D/S TEL=D/S HFL+ha (m)002144.0371.370.070.040.120.320.012146.4892146.4950.7502144.0372144.042144.5378.090.220.230.400.570.022146.6312146.6481.2502144.5372144.552145.03723.770.450.680.830.820.032146.8452146.8791.7502145.0372145.072145.53751.520.761.471.381.060.062147.1272147.1852.2502145.5372145.592146.03789.311.092.542.001.270.082147.4382147.5202.7502146.0372146.122146.537148.891.544.242.811.510.122147.8482147.9643.2502146.5372146.652146.616162.471.634.632.981.560.122147.9332148.0563.3292146.6162146.742147.037235.202.096.703.811.760.162148.3542148.5123.7502147.0372147.192147.537344.092.699.804.912.000.202148.9112149.1144.2502147.5372147.742148.037471.113.3113.426.052.220.252149.4902149.7404.7502148.0372148.292148.537616.633.9617.567.242.430.302150.0922150.3915.2502148.5372148.84Goal Seekq(m3/s/m)HL=U/sTEL-D/s TELEf1=U/S TEL-RBL(m)Ef1=y1+q^2/(2gy1^2)F1=(q2/(g*y1^3))^0.5Y1 (m)V1=q/y1 (m/s)Y2=y1/2*((1+8f1^2)^.5-1) (m)v2=q/y2 (m/s)ha=v2/(2*g) (m)Remark000.042.4523.2083.20836.0660.0057.9280.2490.1570.0010.232.0943.3613.36115.2940.0288.0860.6020.3830.010.681.8083.5923.5929.2780.0828.2991.0300.6570.021.471.5903.8983.8986.5900.1728.5511.5160.9680.052.541.4014.2334.2325.2220.2898.7961.9961.2740.084.241.3114.6774.6774.2490.4679.0892.5801.6440.144.631.3174.7694.7694.1050.5069.1462.6951.7170.156.701.3175.2255.2253.5610.7129.4103.2472.0630.229.801.3745.8275.8273.0921.0089.7243.9332.4920.3213.421.4536.4536.4532.7631.34010.0174.6082.9120.4317.561.5557.1047.1042.5151.70710.2915.2773.3290.56PART-6. STILLING BASIN DESIGNREQUIRED DATAVALUEVALUEREMARKFr1 =4.295CaseConditionRecommended basinV1 =9.4251TWD = Y2horizontal apronTWD3.12TWD < Y21. A depressed horizontal aprone having sillY10.52.Stillining basin having sill or baffle blocksY2 =2.7473. rock foundation Ski Jump bucketOUT PUTVALUEREMARK3TWD > Y21. A Vertical slopping apronTWD/Y21.1Horizontal apron2. Lowering river bed,stilling basinRecommended minimum water depth in the basin2.747minimum3. A roller bucketFOR Velocity < 15 m/s U.S.B.R recommended type of basin is Type-III , by providing baffle blocks, length of the basin is considerably reduced because the dissipation of energy is accomplished by joint action of both by the hydraulic jump and the blocks.Type -III4TWD < Y2(at low Q)1. A vertical slopping apron2. Vertical apron with baffel block Sill for V Y2(at low Q)1.A vertical and horizontal apron having sillRatio of Length of stilling basin & Y2 from the graph (L/Y2) =2.500mread from graphStilling basin free board to over come over toping=0.1*(V1+Y2)1.217mThen length of the basin..Case-1 using graph for L/Y2 also in case-2 using L =5(Y2-Y1)Case-1 for Fr read L/Y2 ..L =7mCase-2 L= 5(Y2-Y1) .=11mtake max valueHeight of end sill (h4) = (h4/Y1) * Y1 where0.500mHeight of baffel block (h3) = (h3/Y1) * Y1 where0.6mfrom graph "h4/Y1" =1.250mread from graphfrom graph "h3/Y1" =1.300mHeight of Chut blocks (HCB) = Y1 =0.5mWidth of Chut blocks (WCB) = WCB=Y1 =0.5mLength of Chut blocks (LCB) = WCB=2*Y1 =0.982mSpacing between chutblocks & retaning wall (SCB) = 0.5Y10.245mSpacing between Baffel blocks & retaning wall (SBB) = 0.375Y20.184mIf Baffel Blocks provided lengeth of Stilling basin will redeused by 1.25Y1 from stilling basin with out Baffel blocks (L) =L-1.25Y23.433mmPart-7. DESIGN OF IMPERVIOUS AND PERVIOUS APRON7.1. Determination of cutoff (scour depth)REQUIRED DATAVALUEVALUEREMARKAverage particl size (D), The river bed is composed of large boulders, cobbles and gravels7.28NB. Depends on Bed material for d50(average particle size) (Geology report) or from standard refrence mat'ldesign discharge per meter width (q)4.628m3/s/mTail water depth (TWD) =3.079mWeir height=H3.140mRiver bed level(RBL)2144.630mU/S HFL2149.340mD/S HFL2147.710mD/S stiling basin level2144.380mDepth of Scour below high flood level (i.e. From MFL to Bottom of u/s Cutoff) (R = 1.35(q2/f)1/3 = WhereLacy's silt factor ( f = 1.76d) =f =4.75mSo Depth of scour will beR =2.230mDown stream cutt-off (D/S Cut-off) = 1.25*R =4.460mupstream cut off (U/S Cut-off) = 1.5* R =6.691mReduce level of bottom of u/s cut off =(U/S HFL-1.5R)2142.649mDepth of U/S cut off bellow river bed level1.9812so provide 2m cutoff depthTickness of cut off for both U/S and D/S0.500Reduce level of bottom of d/s cut off = (D/S HFL-1.25R)2143.250mDepth of D/S cut off bellow river bed level1.3803so provide 2m cutoff depthbottom level of u/s cut off2142.630mbottom level of d/s cut off2141.630mUp Stream Apron lengths & Depths=L=4C(h/33)1/2 where C=79Not Economicaso use U/S apron length (L) = 1meter1.000mU/S and D/S Lunching aproneOnly provide for D/S cut off since the Up stream cut of is on the sound rock no need to provide Lunching apronAverage river bolder diameter D1.000provide D/S lunching apron lendth L= 1.5D1.50take 3meterN.B. Provide 3meter Lunchin apron having a diameter of stone > 1meterFINAL OUT PUTPost Jump Height (Y2) =2.747D/S Cistern level-0.25Cestern Level2144.38River bed level (RBL) =2144.63U/S TEL =2149.38Weir height (H) =3.14U/S HFL =2149.34Tail water depth (TWD) =3.08He =Hd=1.629Design Head (Hd) =He1.629WCL =2147.77D/S TEL =2148.35U/S Design Head (Hd) =1.569U/S Velocity Head (Ha) =0.04D/S HFL=2147.71D/S Velocity Head corsponding to TWD (Ha) =0.64LS BIL =2147.12Velocity corrsponding TWD3.56RS BIL =2147.12H=3.14TWD =3.08Weir crust level (WCL) =2147.77Y2 =2.74662144.88Left side Bottom Intak level =BOTH SHOULD BE ON THE SAME LEVEL2147.12RBL =2144.6301.0RBL =2144.63Right side Bottom Intak level =2147.120.5SBLevel =2144.38U/S High flood level (HFL) =WCL+Hd2149.3420.5D/S High flood level (HFL) =RBL+TWD2147.711.53U/S Total Energy level (TEL) =U/S HFL + U/S Ha2149.382142.630D/S Total Energy level (TEL) =D/S HFL+D/S Ha2148.352141.88Aflux =U/S TEL -D/S TEL1.63D/S Aprone Level2144.380.501.05.6212.50.50D/S End Cill Top level2144.886.6U/S Cut off level =U/S HFL+U/S Cutoff2142.63D/S Cut off level =D/S HFL+U/S Cutoff2141.880

KIYA:TW=Min 1.0*Y2 as recommended by USBR To suppress wave action and to check the tendency of the jump to sweep out.KIYA:USBR Recomendetion1. 1 1.1 Slopping apronKIYA:IF > than flow depth in MC thus the discharge can be drived, so take calculated HKIYA:Minimum driving head for full supply discharge should be > 0.15mKIYA:If > 1.33 it is a high spill way, so the effect of velocity head is negligibel therefor can be neglectedKIYA:If He/Hd = 1 then C=Cd =2.225 and also He =HdKIYA:(Hd+d)/He = (He+h)/He > 1.7 for no submergenc i.e the "Cd" is not affected by tell water conditionKIYA:If it is very small it have not any impact so neglectKIYA:USBR:-Only horizontal appron,LSB = 5Y2KIYA:USBR;-LSB > 4Y2KIYA:U.S.B.R Type-1,having Chute blocks and end sill,LSB = (4.3-6)Y2KIYA:USBR:-(V15m/s)U.S.B.R Type-3,having Chute blocks, and end sill no need of Baffel blocksKIYA:INDIAN:-Type-1,Fr4.5,Basin with chut and ,baffle blocks & a dentated sillKIYA:INDIAN:-Type-2 Fr > 4.5 & V > 15m/s,no basin blocksKIYA:INDIAN:-Type-3 & 4, A vertical and horizontal appron having end sill.KIYA:Fr=4.5-9 stable & well developed jump is formed. It has best performance. If energy dissipation ranges from 45%-70%, it called steady jumpKIYA:For good rocky foundation the aflux can be up to 1.2, usually it should be 1"see gargKIYA:If d = d2-d3 = 0.00m OK! For 0