07 Spil Way Hydro

1/12 Side Spillway/document.xls

Hydraulic Calculation of Side SpillwayCanal NameStructure Name

1 Calculation of Required Over Flow Crest LengthReach Q after Spillway Q upstream

Description BBs 16d Qd Qu= Qd + Q out

Design Discharge (m3/sec) Q 5.000 5.000 6.000Lining Height HL= HL 2.000 2.000 2.000Water Depth (m) h 1.073 1.570 1.216Canal Base Width (m) b 5.000 5.000 5.000Inside Slope (1:m) 0.000 0.000 0.000Flow Area (m2) A 5.3634 7.8500 6.0780Wetted Perimeter (m) P 7.1454 8.1400 7.4312Hydraulic Radius (m) R 0.7506 0.9644 0.8179Roughness Coefficient K (=1/n) K 70 70 70Hydraulic Gradient I 0.00026 0.00026 0.00026Q1 (m3/s) Q1 5.0000 8.6487 6.0000Q-Q1 (m3/s) 0.0000 0.0000Check ok okWater Depth (m) h1 1.073 1.570 1.216Velocity (m/s) V 0.932 0.637 0.987

Lining Height HL= 2.000 mUniform Flow Water depth h= 1.073 mCrest Height Hc= h+0.05 = 1.123 m

say 1.130 mOver Flow depth Hd=Hd= H2={HL-Hc}*0.5 0.435 m Water depth of Hu<=HL ?

say 0.440 m okSpillout Discharge Qo= Q*20% 1 m3/secRequired Overflow crest Length L= 1.862L= Qo/(1.84 *Hd^(3/2)) say 2.000 m

2 Over Flow Depth at Beginning Pont of Crest

Dwon stream Canal Hydraulic Conditionhd= 1.570 mH2 = d= 0.440 mV2= 0.637 m/sHc= 1.130 m

H1+Hc+V1^2/(2g)=H2+Hc+V2^2/(2g)H1=H2-(V1^2-V2^2)/(2g) 0.4306

H1(trial)= 0.4310 mH1'-H1= -0.0004 ok

Design Discharge (m3/sec) 6.000 m3/seBottom Width Bu = 5.000 mSide Slope 1:m m= 0.000Water Depth Hu = 1.561 mWater Surface Width Wu = 5.000 mFlow Area Au = 7.805 m2Velocity Vu = 0.769 m/secVelocity Head hvu = 0.030 mEnergy Head Eu = 1.591Wetted Perimeter P = B + 2H(m^2+1)^0.5 Pu = 8.122Hydraulic Radius R = A/P Ru = 0.961Roughness Coefficient n= 0.014

Roughness Coefficient K K= 70Hydraulic Gradient I =[n V/R ^(2/3)]^2 Iu = 0.000

Check of Required Crest LengthL2={5*(Qu-Qd)(H2-H1)}/{2K(H2^(5/2)-H1^(2/5))= 1.892 mL= computed above = 2.000L >= L2? ok

H1H2

HcHc

LQu Qd

VdVu

Side Spillway

D30

If water depth of Qu > Lining height, change target overflow depth Hd

2/12 Side channel/document.xls

Hydraulic Calculation of Side Flume

Canal Name:Structure No.

1 Dimensions

Dimensions Overflow over depth at BP: H1= 0.431 mOverflow over depth at EP: H2= 0.44 mCrest Length L 2.00 mSpill-out Discharge Qo= 1 m3/secDifference d2-d1= 0.30 mSlope I= (d2-d1)/L= 0.1500 =1/ 6.67Slope I shall be 0.01 < I < 0.1 (1/100 < I < 1/10)

L

d2h1h2

Hc

hd

b1

d1

b2

d1d2


2 Discharge Calculation

Calculation Section Nos = 40 sectionsDistance Interval 0.05 m

Distance from BP Overflow q Remarks(m) Depth (m) (m3/sec) (m3/sec)

0.00 0.43064821 0.00000 0.00000 0.05 0.430882 0.02602 0.01301 0.10 0.4311158 0.02604 0.03904 0.15 0.43134959 0.02606 0.06510 0.20 0.43158339 0.02608 0.09117 1/10 L0.25 0.43181718 0.02611 0.11726 0.30 0.43205098 0.02613 0.14338 0.35 0.43228477 0.02615 0.16952 0.40 0.43251856 0.02617 0.19568 0.45 0.43275236 0.02619 0.22186 0.50 0.43298615 0.02621 0.24806 0.55 0.43321995 0.02623 0.27428 0.60 0.43345374 0.02625 0.30053 0.65 0.43368754 0.02628 0.32679 0.70 0.43392133 0.02630 0.35308 0.75 0.43415513 0.02632 0.37938 0.80 0.43438892 0.02634 0.40571 0.85 0.43462272 0.02636 0.43206 0.90 0.43485651 0.02638 0.45843 0.95 0.43509031 0.02640 0.48483 1.00 0.4353241 0.02642 0.51124 1.05 0.4355579 0.02645 0.53768 1.10 0.43579169 0.02647 0.56413 1.15 0.43602549 0.02649 0.59061 1.20 0.43625928 0.02651 0.61711 1.25 0.43649308 0.02653 0.64363 1.30 0.43672687 0.02655 0.67017 1.35 0.43696067 0.02657 0.69673 1.40 0.43719446 0.02659 0.72332 1.45 0.43742826 0.02662 0.74992 1.50 0.43766205 0.02664 0.77655 1.55 0.43789585 0.02666 0.80320 1.60 0.43812964 0.02668 0.82987 1.65 0.43836344 0.02670 0.85656 1.70 0.43859723 0.02672 0.88327 1.75 0.43883103 0.02674 0.91001 1.80 0.43906482 0.02677 0.93676 1.85 0.43929862 0.02679 0.96354 1.90 0.43953241 0.02681 0.99034 1.95 0.43976621 0.02683 1.01715 2.00 0.44 0.02685 1.04400 1 L

S q


2 Hydraulic Calculation of Side Flume

Flume width at EP B2= 1.00 mat BP B1= 0.50 m

Flume Length L= 2.00 m

EP at L/2DescriptionDesign Discharge (m3/sec) 1.044 0.511

L= 2.00 1.00 Water Depth (m) h 0.15815586 0.122885Canal Base Width (m) b 1.00 0.75Inside Slope (1:m) 0 0Flow Area (m2) A 0.1582 0.0922Wetted Perimeter (m) P 1.3163 0.9958Hydraulic Radius (m) R 0.1202 0.0926Roughness Coefficient k (=1/n) 70 70Hydraulic Gradient 0.1500 0.1500Q1 1.0440 0.5113Q-Q1 -3.5245E-05 -1.25E-05Check ok okWater Depth m 0.158 0.123 Velocity m/s 6.601 5.547

Energy Height at EP: Eep 2.381 m(above sill elevation at EP) at L/2: E2 1.843 m change d1-d2 or B1 or B2

3 Required Depth of Side Flume

Rquired depth d2 = d1 + 0.3 m

Design depth at BP d1 = 1.00 mat EP d2 = 1.70 m

> 1.30 m ok

Minimum 100mm

500

Hc

hd

b1

b2

d1d2


6/12 document.xlsGate

Hydraulic Calculation of Wasteway Gate Dimensions


(1) Flow FormulaSubmerged conditions

Hydraulic Jump ConditionsQ= C1.b.d.{2g(h1-d)}^0.5

where, C1, C2 Gate coefficient, 0.6 for this project C1 = 0.6C2 = 0.6

h1 : water depth at upstream (m)h2 : water depth at downstream (m)d : Opening depth of gate (m)

Q : Design discharge of waste way Q = 5.00 m3/secHo : Height of parent canal Ho = 1.30 mhs : Spill out water depth of parent canal hs = 1.57 mho : water depth of parent canal ho = 1.07 mds : Depth of sediment pit ds = 0.40 mh1 : Water depth at gate front h1 = 1.47 m

Water surface difference from h1 0.30 mg : Acceleration of gravity g = 9.8 m/s2

(2) Gate dimension under submerged flow

Required opening area

A = b*d = 3.437 m2b = d = 1.854 m

Design gate size Clear width of gate B1 = 1.90 mClear height of gate H1 = 1.90 m

Design opening area A1 = B1*H1 = 3.610 m2 ok

-0.73 m change H1 or ds

Q= C2.b.d.{2g Dh)}^0.5

Dh : Dh =

A = b*d Q/(C1*2*g*Dh)0.5

h1-Dh > H1 ? (h1-Dh) - H1=

Dhhohs

ds

h1

H1h2

WL1WL2Ho


(3) Gate dimension under free flow

Clear width of gate B1 = 1.90 mGate height Ht = h1 + 0.1= 1.60 mSpill out water depth Hto= 1.97 m

Ht > Hto ? -0.37 m check

Canal height at sediment pit ds + Ho = 1.70 m

Ht - Hto =


(WL1- WL2)

change H1 or ds

9/12 Control/document.xls

Hydraulic Calculation of Wasteway, Upto Control Point


2 Calculation of Head Loss

1) Loss at Inlet Chamber = h20.006963 m0.006963 m

2)Inlet Loss (Sudden Contraction)

Ac/Au 0.577498fsc 0.230243hi = fsc hvc 0.458871 m

0.191887 m

fse = (1-Ac/Ad)^2 1 mho = fse hvc 1.992985 m

1 Dimension and Hydraulic Conditions 2.643742 m5.00 m3/sec dc of Inlet Chamber = 0.20 m 5.00 m1.90 m Inlet Chamber width B2= 1.00 m 5.00 m

Nof of Gates N= 1 Inlet Chamber Length L2= 1.00 m Chute width B6= 0.70 m Loss at Outlet channel1.90 m Conduit Width B3= 1.00 m Friction in Channel hf4=L4*I4 = 2.62E-28 m

Silt Pit depth ds = 0.40 m 0.80 m 2.62E-28 m0.60

Upstream Canal BP of Inlet Chamber EP of Inlet Chamber Conduit BP of Outlet Channel EP of Outlet Channel at Control Point 4) Loss at Transition0.00898 m

5.00 5.00 5.00 5.00 5.00 5.00 5.00 0.346633 mBottom Width 5.00 1.00 1.00 B3 = 1.00 B4 = 1.00 1.00 B6 = 0.70 0.355612 mSide Slope 1:m m= 0.00 m= 0.00 m= 0.00 m= 0 m= 0 m= 0 m= 0Water Depth 1.073 H2 = 1.385 1.624977 H3 = 0.800 H4 = 1.565E+13 H5 = -3.12E+13 H6 = 1.73 Water Surface Width 5 1 1 W3 = 1 W4 = 1 W5 = 1 W6 = 0.7 3 Hydraulic Property at Control PointFlow Area 5.3634119 1.3852854 1.624977 A3 = 0.8 A4 = 1.565E+13 A5 = -3.12E+13 A6 = 1.2132138 Critical Water DepthVelocity 0.9322424 3.6093644 3.0769667 V3 = 6.25 V4 = 3.195E-13 V5 = -1.605E-13 V6 = 4.1212853 1.733163 mVelocity Head 0.0443406 0.664669 0.4830471 hv3 = 1.9929847 hv4 = 5.207E-27 hv5 = 1.314E-27 hv6 = 0.8665813Energy Head 1.117023 2.0499544 2.1080241 E3 = 2.7929847 E4 = 1.565E+13 E5 = -3.12E+13 E6 = 2.5997438

0.2873969 0.0069625 h3 = 2.6437424 2.624E-28 0.3556122check 0.14 check -0.0650322 check -1.57E+13 check 4.681E+13 3.116E+13

0 0 0 0 (EL5-EL6)Wetted Perimeter P = B + 2H(m^2+1)^0. 7.1453648 3.7705709 4.2499539 P3 = 2.6 P4 = 3.13E+13 P5 = -6.23E+13 P6 = 4.166325Hydraulic Radius R = A/P 0.7506142 0.3673941 0.3823517 R3 = 0.3076923 R4 = 0.5 R5 = 0.5 R6 = 0.2911952Roughness Coefficient n= 0.0142857 n= 0.0142857 n= 0.0142857 n= 0.0142857 n= 0.0142857 n= 0.0142857 n= 0.0142857

Roughness Coefficient K K= 70 70 70 70 70 70 70Hydraulic Gradient I =[n V/R ^(2/3)]^2 0.00026 0.0101039 0.0069625 I3 = 0.0383774 I4 = 5.248E-29 I5 = 1.324E-29 I6 = 0.0179593

ok 0.687961.00 m

Energy Level (m) 45.871 46.204 46.197 Water Level (m) 45.827 45.540 WL3 = EL3 - hv3 = 45.714 Floor Level (m) 44.754 44.154 BL3 = WL3 - H3= 44.089

Energy Level (m) 43.554 43.554 ###Water Level (m) 43.554 43.554 ###Floor Level (m) ### ### ###

Friction hf1=L2*I2 =sub-total of h2

Loss at Conduit

Friction hf3=L3*I3 =Outlet loss (Sudden enlargement)

Loss at Conduit Section h3=Canal Design Discharge Qo= Conduit Length L3=Waste Way Gate Width B = Outlet Channel Length L4=

nos 3)Waste Way Inlet Opening H1=

Conduit Height H3= Loss at Outlet channel h4=Gate inlet coefficient c1=

Friction hf5=L5(I5+I6)/2 =Design Discharge per channel (m3/sec) Divergence hd5 = 0.4(hv6-hv5) =

(m) Bo = B2 = B2 = B5 =B4 Loss at Outlet Transition h5 =

(m) H1 (h1) = H2 =W1 = W2 = W2 =

(m2) A1 = A2 = A2 =(m/s) V1 = V2 = V2 = hc={(Q^2/(9.8*B^2)}^(1/3)(m) hv1 = hv2 = hv2 =(m) E1 = E2 = E2 =

Head losses (m) Dh1 = h2 = h4 = h5 =dE = Eu - (Ea + hi) (m) Dh2

target target target target(m) P1 = P2 = P2 =(m) R1 = R2 = R2 =

I1= I2 = I2 =

Water depth at Inlet Chamber > Conduit Height ? Transition L5 = 2.2932 (Wu-Wd)=say L5 =

At Upstream Channel At BP of Inlet Chamber At EP of Inlet ChamberEL1 = WL1 + hv1 = EL2 = WL2 +hv2 = EL3 = EL2 - h2 =WL1 = EL1 - hv1 = WL2 = BL2 - h2 =BL1 = WL1 - H1= BL2 = BL1 - (ds+dc) =

At BP of Outlet Channel At EP of Rectangular Section At Control pointEL4 = EL3 -h3= EL5 = EL4 -h4= EL6 = EL6 -h5- Dh2 =WL4 = EL4 - hv4 = WL5 = EL5 - hv5 = WL6 = EL7 - hv6BL4 = WL4 - H4= BL5 = WL5 - H5= BL6 = WL6 - H6=

Dh1hohs

ds

h1

H1 h2EL1

EL2

WL1WL2

EL3 EL4EL6

h4h3

WL4

EL5

WL5

h5WL6

h6

L2 L3 L4 L5

Inlet Chamber Conduit Outlet Channel Transition Chute

dc Dh2

Macro C-point

10/12 Chute/document.xls

Hydraulic Calculation of Wasteway Chute


1 Hydraulic Design of Chute Section

1.1 Dimension and Hydraulic ConditionsDesign Discharge Q = 1.00 m3/sec Critical Water Depth hc= 0.59273324 mChute Width B1= 0.70 m Flow Area Ac= 0.41491327 m2Chute Length L1 = 10 m Wetted Perimeter Pc = 1.88546648 mChute Slope I (1/n) 0.33333333 Hydraulic Radius Rc= 0.22005868 m

=1/ 3 Velocity Vc= 2.41014226 m/sRoughness Coefficient n= 0.01428571

Critical Hydraulic Gradient Ic= 0.00892287 or K= 70=1/ 112.071555

1.2 Non-uniform Flow Calculation

Checking point nos 5 nos Control Point Elevation Elo= -3.116E+13 m Freeboard Fb= Fb=C*V*h^0.5Distance Interval = 2 m where, C= coefficient, 0.1 for rectangular, 0.15 for trapezoidal

V = velocity (m/s) h = water depth (m)

Distance Flow Area Velocity Mean Sf Energy Diff Check

Point No. L B1 d A V V^2/19.8 P R Sf hf Z Ei En- En+1(m) (m) (m) (m) (m) (m2) (m/s) (m) (m) (m) (m) (m) (m) (m) (m) (m) (m)

0 0 0.7 0.59273324 0.41491327 2.41014226 0.29337302 1.88546648 0.22005868 0.00892287 -3.116E+13 -3.116E+13 0.18555485 0.778288092 2 2.10818511 0.7 0.3337086 0.23359602 4.2808948 0.9255586 1.36741721 0.1708301 0.03945668 0.02418977 0.05099652 -3.116E+13 -3.116E+13 -0.2458785 0.296875 check 0.24729666 0.581005274 2 2.10818511 0.7 0.27604079 0.19322855 5.17521857 1.35267107 1.25208158 0.15432585 0.06603027 0.05274347 0.111193 -3.116E+13 -3.116E+13 -0.185682 0.296875 check 0.27190383 0.547944626 2 2.10818511 0.7 0.24585951 0.17210165 5.81051938 1.70515836 1.19171901 0.14441463 0.09093944 0.07848485 0.1654606 -3.116E+13 -3.116E+13 -0.1782894 0.34375 check 0.28811008 0.533969598 2 2.10818511 0.7 0.22705088 0.15893561 6.29185602 1.99936627 1.15410175 0.13771369 0.11360357 0.1022715 0.21560726 -3.116E+13 -3.116E+13 -0.178924 0.39453125 check 0.29980603 0.52685691

10 2 2.10818511 0.7 0.21433163 0.15003214 6.66523834 2.24370718 1.12866327 0.13292906 0.13364172 0.12362264 0.26061942 -3.116E+13 -3.116E+13 -0.1768806 0.4375 check 0.30857364 0.52290527

Horizontal Distance

Inclined Distance

Channel Width

Water Depth

Velocity Head

Wetted Perimeter

Hydraulic Radius

Hydraulic Gradient

Friction Loss

Canal Base EL

Energy Height

Energy Height

Required Freeboard

Flume Height

L/cos a DE

B1 B3 B4

Chute Divergence Channel Stilling Basin D/s Channel

L1 L2 L3 L4

q

Run Macro


2 Hydraulic Design of Divergence Channel Section

2.1 Dimension and Hydraulic ConditionsDesign Discharge Q = 1.00 m3/secFlume Width B1= 0.70 m Velocity at EP of Chute = 6.66523834 m/sFlume Width B2= B3= 1.50 m ok Water Depth at EP of Chute = 0.21433163 mChannel Length L2 = 7 m Froud Number at EP of Chute = 4.59895869Chute Slope I (1/n) 0.33333333 0.07248018

=1/ 3 0.07235365 (rad) 4.14555891 deg0.06 ok

2.2 Non-uniform Flow Calculation

Checking point nos 5 nos Control Point Elevation Elo= -3.116E+13 m Freeboard Fb= Fb=C*V*h^0.5Distance Interval = 1.4 m where, C= coefficient, 0.1 for rectangular, 0.15 for trapezoidal

V = velocity (m/s) h = water depth (m)

Distance Flow Area Velocity Mean Sf Energy Diff Check

Point No. L B1 d A V V^2/19.8 P R Sf hf Z Ei En- En+1(m) (m) (m) (m) (m) (m2) (m/s) (m) (m) (m) (m) (m) (m) (m) (m) (m) (m)

10 0 0.70 0.21433163 0.15003214 6.66523834 2.24370718 1.12866327 0.13292906 0.13364172 -3.116E+13 -3.116E+13 0.30857364 0.5229052711.4 1.4 1.47572957 0.82 0.1764699 0.14470532 6.91059593 2.41193616 1.17293981 0.12336978 0.15869256 0.14616714 0.21570317 -3.116E+13 -3.116E+13 -0.1202343 0.3359375 check 0.29030253 0.4667724412.8 1.4 1.47572957 0.94 0.15017044 0.14116022 7.08414893 2.53460435 1.24034089 0.1138076 0.18570244 0.1721975 0.25411694 -3.116E+13 -3.116E+13 -0.1130706 0.3671875 check 0.27452374 0.4246941914.2 1.4 1.47572957 1.06 0.13114593 0.13901469 7.19348447 2.6134454 1.32229186 0.10513162 0.21283255 0.1992675 0.29406494 -3.116E+13 -3.116E+13 -0.1082788 0.40234375 check 0.2605054 0.3916513315.6 1.4 1.47572957 1.18 0.11695604 0.13800812 7.24595031 2.65170686 1.41391207 0.09760729 0.23842491 0.22562873 0.33296699 -3.116E+13 -3.116E+13 -0.1084393 0.44140625 check 0.24780306 0.3647591

17 1.4 1.47572957 1.30 0.10612753 0.13796579 7.24817359 2.65333436 1.51225506 0.09123183 0.26105535 0.24974013 0.3685489 -3.116E+13 -3.116E+13 -0.1080136 0.4765625 check 0.23612535 0.34225288

Divergence Angle q, tan q <(1/3F) and <(1/9)

Tan q = Min {(1/3F),1/9) =q =Then Design Tan q =

Horizontal Distance

Inclined Distance

Channel Width

Water Depth

Velocity Head

Wetted Perimeter

Hydraulic Radius

Hydraulic Gradient

Friction Loss

Canal Base EL

Energy Height

Energy Height

Required Freeboard

Flume Height

L/cos a DE

Run Macro


3 Hydraulic Design of Stilling Basin4 Hydraulic Design of Outlet Transition

3.1Design Discharge Q = 1.00 m3/sec Downstream ChannelVelocity at BP of Basin V1 = 7.25 m/sWater Depth at BP of Basin d1 = 0.11 m 1.00 1.00Froud Number at BP of Basin F1 = 7.10724878 Fr>4.5 ? ok Bottom Width 1.50 B4 = 1.00

Side Slope 1:m m= 0.00 m= 1.50 Conjugate water depth d2 Water Depth 1.07 H4 = 1.11104046d2 = (1/2) *{(1+8*F1^2^0.5)-1)*d1 1.01496086 m Water Surface Width 1.5 W4 = 4.33312137giving 5% extra height, design value of d2 = 1.066 m Flow Area A3 = 1.599 A4 = 2.9626568

Velocity V3 = 0.62539087 V4 = 0.337534883.2 Stilling Basin Dimensions Applying III Type Stilling Basin Velocity Head hv3 = 0.01995478 hv4 = 0.00581274

Energy Head E3 = 1.08595478 E4 = 1.1168532Length L3 = 2.7 * d2 2.8782 m h5= 1.00665473

say 3.00 m check -1.0375531Width B3= 1.50 m 0

Wetted Perimeter P = B + 2H(m^2+1)^0.5 P3 = 3.632 P4 = 5.00591334Hydraulic Radius R = A/P R3 = 0.4402533 R4 = 0.59183142Roughness Coefficient n= 0.01428571 n= 0.01428571

Roughness Coefficient K K= 70 70Hydraulic Gradient I =[n V/R ^(2/3)]^2 0.00023833 4.6793E-05

Down Stream Canal Base Control, raising base elevation = 1 m

6.496913937.00 m

Head Loss0.00099791 m0.00565682 m

Total loss h5= 0.00665473 m

Chute Block dimensionsWidth W1= d1= 0.10612753 m

say 0.10 mSpacing S1=d1= 0.10 m

End Sill Height h2h3 = d1*(18 + Fr1)/18 0.14803168 m

say 0.20 m

Baffle Pierh3= da*(4+Fr1)/6 0.19646415 mWidth W3= 0.75 h3= 0.14734811 m

say 0.20 mSpacing S3=0.75 h3 = 0.20 m

Wall HeightFreeboard Fb= 0.1*(V1 + d2) 0.83141736Then Flume Height Hf= d2 + Fb = 1.89741736 m

say 1.90 m

Calculation of Conjugate Water DepthStilling Basin

Design Discharge per channel (m3/sec)(m) B3 =

(m) H3 =W3 =

(m2)(m/s)(m)(m)

Head losses (m)dE = Eu - (Ea + hi) (m)

target(m)(m)

I3 = I4 =

Transition L5 = 2.2932 (Wu-Wd)=say L5 =

Friction hf5 =Lo(I3+I4)/2 =Divergence hod = 0.4(hv3-hv4) =

0.375 h3

W3=0.75 h3

S3=0.75 h3

0.5 d1

W1= d1S1= d1

h1= d1

Lb = 0.8 d2

h3

0.2 h3

Slope 1:1

Slope 1:2

Chute Block

Baffle Pier

End sill

G90

If Fr <4.5, give steep gradient at the Divergence Channel

Documents

07 Spil Way Hydro