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Coefficients for Sluice gatesCoefficients (contraction, discharge)
Variation of dicharges coefficient with boundary formb=opening of the gateh= u/s head of water over crestCc= coefficient of contrationCd= coefficient of dischargeq= Cd*b*(2gh)^.5Cd= Cc/[1+Cc*(b/h)] Cc =< Pi/(pi+2)=0.611
Modified discharge co-efficients for submerged flow
C'/C
1-H
/Hw
GIVEN DATA OF CHANNEL & STRUCTURE:-UP STREAM DATA
u/s Designed Discharge Q(des)u/s 1935.00 cs
U/S Bed level of the structure USBL 618.91 315.61
USFSL USFSL 625.53 6.62
USBW USBW 105.00
u/s Manning's Constant US n 0.02220 f =0.89u/s Channel Side Slope SS 0.50u/s Water Surface Slope USWSS 0.000150 ft/ft 0.0001U/S Free Board USFB 3.00
DOWN STREAM DATAd/s Designed Discharge Q(des) d/s 1873.00 cs 2153.95d/s full supply level DSFSL 622.53d/s Bed level DSBL 616.02 6.51 6.51DSBW DSBW 105.00 ftd/s Manning's Constant DS n 0.0223 f=.90d/s Channel Side Slope SS 0.50 ft/ftd/s Bed Width DSBD 105.00 ftd/s Water Surface Slope DSWSS 0.000150 ft/ftNatural Surface Level NSL 619.67D/S Free Board DSFB 3.00Existing BL EDSBL 615.07
STRUCTURE"S DATANo of Bays (No of Gates) NB 7 NoBays Width (Gate Width) BW 11.25 ftNo of Bays (No of Gates) NB 7Bays Width (Gate Width) BW 11.25No of Piers NP 6 No 70.55Piers Width PW 2.50 ftWater way through the peirs 78.75 75.0 %age flumingJust d/s of Pier Total Water Way JDSWW 93.75 89.29 %age fluming
Width of the structure 93.75Structure's Water Width SWW 93.75 ftu/s Glacis Slope USGS 2 ft/ft 675.29d/s Glacis Slope DSGS 3 ft/ftCrest Level CL 620.00 620.54 619.78Height of Crest HC 1.09 673.29Cistern Level Cist.L 614.50 615.02 615.16
CROSS REGULATOR AT RD 78+000 (Burala Branch) Note:-
USNSL USNSL 619.67SSWL SSWLFall in Water 3.00Fall in Bed 2.89
Q 1873.00C 2.45B 78.75WEIR FORMULA =(Q/CB)^2/3 4.55Crest Level= 620.98
Location of the Jump 300.47 300.56 300.67 300.78 300.92 301.15 301.70 299.62 299.62Basin Level 300.25 300.36 300.48 300.61 300.76 301.03 301.61 299.54 299.54Basin Level with respect of d2 294.84 294.94 295.05 295.17 295.31 295.56 296.14 293.99 293.99Length of basin 99.77 95.89 91.84 87.61 83.15 75.95 62.10 62.20 62.20
SummaryQmax cusecs 30000Qmin cusecs 5000Width of proposed Weir ft 220u/s Floor Level ft 1020Crest Level ft 1028.5Crest Length ft 12u/s Glaces Slope 2.5:1d/s Glaces slope 3.0:1Type of Basin USBR-IVLength of Basin ft 80Stone apron on u/s ft 30.00Stone apron on d/s ft 45.00Top of Side Wall =HFL+FB ft 1040
Factor K=(F1-1)/22
Length of Jump L=d1*220*m (Ref: Hager 1991a) Open Channel Flow by M. Hanif Choudhry
A Cs Qdes = 2322.00 1935.00 1548.00 1548.00Manning's Constant n = 0.0222 0.02220 0.0222 0.0222Water Surface Slope S = 0.00015 0.000150 0.000150 0.000150Side Slope ( H : V ) Z = 0.5 0.50 0.5 0.5Bed Width of Channel ft B = 105.00 105.00 105.00 105.00Depth of water ft Y = 7.40 6.61 5.77 5.77Bed width / Depth of water B/D = 14.2 15.9 18.2 18.2 Area of flow sq.ft A = 803.85 716.39 622.66 622.66Wetted Paremeter ft P = 121.54 119.79 117.91 117.91 Hydraulic Radius ft R = 6.61 5.98 5.28 5.28 Water Surface width ft T = 112.40 111.61 110.77 110.77 Hydraulic Depth (A/T) ft D = 7.15 6.42 5.62 5.62 Velocity of Approach ft/sec V 2.89 2.70 2.49 2.49
U/S Velocity head ft = 0.13 0.11 0.10 0.10USBL ft USBL = 618.91 618.91 618.91 618.91 USFSL ft USFSL = 626.31 625.52 624.68 624.68USTEL ft USTEL = 626.43 625.64 624.78 624.78 E1 7.52 6.73 5.87 5.87 U/S Discharge Calculated cs Qc = 2322.00 1935.00 1548.00 1548.00
Area , Ac sq.ft Ac = 262.05 231.85 199.62 199.62 Top width = T ft T = 107.47 107.19 106.88 106.88 Hydraulic Depth(D), D =A/T ft D = 2.44 2.16 1.87 1.87
E WEIR Crest Lev cal 619.01 618.73 618.35 617.89 Crest Level 620.00 620.00 620.00 620.00 Bed level u/s 618.91 618.91 618.91 618.91 Height of hump = z 1.09 1.09 1.09 1.09 Critical height of hump 3.12 2.83 2.65 3.41 Critical depth yc 2.94 2.60 2.15 1.64 U/S total energy = E1 5.0296007223 7.52 6.73 5.87 5.87 H 6.09 5.33 4.54 4.68 Water way 78.75 78.75 78.75 78.75 E2 = z + H + v2^2/2g Equate E1 = E2 7.52 6.73 5.87 5.87 E1 - E2 = 0 by changing H 0.00 0.00 0.00 0.00
velocity at crest 4.68 4.46 3.93 2.54 Velocity head v^2/2g 0.34 0.31 0.24 0.10 We have Crest Level 620.00 620.00 620.00 620.00
O.K. O.K. O.K. O.K.let u/s depth y1 7.29 6.52 5.72 5.80 E2 = z + 1.5 yc 7.52 6.73 5.87 5.87 E1= y1+V1^2/2g 7.52 6.73 5.87 5.87 difference 0.00 0.00 0.00 0.00 Water level u/s of the weir 626.31 625.52 624.68 624.68 D/S water level 623.29 622.52 621.47 620.28 Head loss 3.02 3.00 3.21 4.40 q 28.54 23.78 17.84 11.89
A = Height of Crest above d/s cistren 5.50 5.50 5.50 5.50 He = Depth of water over crest u/s 6.31 5.52 4.68 4.68 u/s velocity head 0.24 0.21 0.15 0.07 Ef = A + He 12.04 11.23 10.33 10.25 q 28.54 23.78 17.84 11.89 f 1.00 1.00 1.00 1.00
Length of cistren required =4.5 x Ef2 27.436 24.709 21.208 17.858
COMPARISON OF BASIN LEVEL & LENGTH
Cojugate DepthCistern Level 615.57Length of Basin 13
Crump's MethodCistern Level 615.83Length of Basin 20.74
Blench Curve MethodCistern Level 615.31Length of Basin 24.71
Required CisternCistern Level 615.31Length of Basin 24.709Type Of Basin USBR_IIIProvided Cistern Level 614.50Cistern Length 25.000
q cs/ft q = 28.54 23.78 17.84 11.89
Depth in the approach channel ft Ya = 6.61 6.61 6.61 6.61
Discharge in the approach channel cs Qu/s = 2322.00 1935.00 1548.00 1548.00
Discharg in the canal d/s of the structure cs Qd/s = 2247.60 1873.00 1404.75 936.50
Crest level ft CL = 620.00 620.00 620.00 620.00
D/S FSL ft DSWL = 623.29 622.52 621.47 620.28U/S FSL ft USWL 626.31 625.52 625.52 625.52
u/s depth of water over crest ft d = 6.31 5.52 5.52 5.52
Head loss =U/S FSL - D/S FSL h = 3.02 3.00 4.05 5.24
u/s depth of water over crestY1 6.31 5.52 5.52 5.52
y3 = depth just d/s of gate ft y3 7.97 7.69 6.87 5.77
Let Opening of the Gate, y ft a 2.00 3.00 4.00 5.00
Ratio Gat opening/DOWOC a/y1 = 0.32 0.54 0.72 0.91 Assume d/s stilling basin level 614.50 614.50 614.50 614.50 y4 = depth in the channel d/s Y4 8.79 8.02 6.97 5.78
ft DSWW = 93.75 93.75 93.75 93.75 F4 = Froud No. in the d/s channel 0.16 0.15 0.14 0.13 y3/y4 0.91 0.96 0.98 1.00 (1+2 x (F4)^2 ( 1 - y4/y1))^0.5 0.91 0.96 0.98 1.00 Difference 0.00 0.00 0.00 0.00
TYPE OF FLOW= gated flow gated flow gated flow gated flow
page Cc = 0.60 0.60 0.59 0.59 page Cd (for orifice flow) = Cc /(1+Cc*a/H)^0.5 Cd = 0.56 0.53 0.52 0.52
Qcal = 1450.82 2072.80 3143.21 4470.58
differnce = -796.78 199.80 1738.46 3534.08Water level just d/s of the gate 622.47 622.19 621.37 620.27
HYDRAULIC JUMP CALCULATIONS AND LENGTH OF STILLING BASIN WHEN GATES ARE IN OPERATION
CHECK FOR THE WATER LEVEL JUST D/S OF THE GATE.
Width of Stilling Pool = Clear water way + piers width)
Cc=p/(p+2)
Discharge per foot width of opening, q = cd*y1*(2gH) 0.5
H
Bottom RL of the gate 622.00 623.00 624.00 625.00
Opening of gate GO = 2.000 3.000 4.000 5.000
Critical Depth in the rectangular section Dc = 2.936 2.600 2.146 1.638
A = Height of Crest above d/s cistren 5.50 5.50 5.50 5.50 He = Depth of water over crest u/s 6.31 5.52 5.52 5.52 u/s velocity head 0.13 0.11 0.10 0.10 Ef = A + He+ VELOCITY HEAD 11.93 11.14 11.12 11.12 q 28.54 23.78 17.84 11.89 f 0.86 0.86 0.86 0.86
Total Floor Length:U/S Pacca floor ft USFL 22.00U/s Glacis (with 1(H):1(V) or 3(H):1(V)) , USG =2 ft USHGL 3.25Crest width ft Lcrest 14.50D/S Glacis (with 2.5(H):1(V) or 4(H):1(V)), DSG=3 ft DSHGL 18.71 58.468Stilling Basin length as calculated ft Lsb 35.00Extra length provided (Floor Length extra=Flext) ft Flext 0Total Horz: Floor b = ft b 93.47
Exit Gradient:Total Pacca Floor b= ft b 93.47D/S depth of Sheet Pile at end Sill ft D 7.81 7.75Head Across H = ft H 9.61
ft/ft a 11.97
l 6.50
GE 0.151/GE Value lies in between 5 to 8) 1/GE 6.51
j
Radius of circular portion = (3.5 H1.5 -7H1.5)
90o 90o 90o
LTU
Angle of side with the axis of channel (30 for divergence and 22.5 for departure transition) or with a splay 3 to 5 j
LTD
Length of wing wall across the flow= (0.5D+berm width+1.5Free Board+1.25/2
2.5' x 2.5' x 2' concrete blocks over 1' filter material of 1/2" to 2" over 1' filter material of 1/2' to 1/8" over 1' coarse sand>
Froud No before Jump, F1Depth befor Jump, d1Depth After Jump, d2Height of Sill =h4 =d1(F1+4)/6 with u/s slope 2:1
Height of Baffle Pier=h3 =d1*(F1+4)/6Top width of baffle pier = 0.2 h3 with d/s slope 1:1Width of BAFFLE Block, w
Spacing between blocks, s1Spacing from abutment, s1/2
Height of Chute Blocks, h1 Width of Chute Blocks,w Spacing between Chute Blocks, s
Alpha a = b/d
Lambda l = ((1+(1+a2)1/2)/2
Exit Gradient "GE = H/d*1/pl1/2"
DESIGN
EXITGRAD-6
OKBottmo EL of d/s Sheet Pile 608.21
CREEP LENGTH:CREEP LENGTH:Lc (t) = Total Horiz:length/3+ Total depth of Cut-offs*2 60.78Extra cut-off required at u/s 7.00
6.5061.78 8.661 9.504
(Where H=Crest El( If FALL) or USFSL(Regulator)-DSBL,C= 2 o 8) for C=7 Revise FL or Sheet Pile
Length of basin with accessories = Kd1F11.5,K=1.4 for vert/sloping end sill and 1 to 2 row ofBB,K=1.7 for Vert/sloping end sill,K=2 for sloping end sill & 1 to 2 Row of BB)
EXITGRAD-6
hj 4.440 4.073 3.632 3.295Length of Roller Lr=y1(-1.2+160tanhF1/20, if y1/B<0.1 Lr 33.824 30.467 26.143 21.882Length of Turbulence where it diminished L L 31.805 29.133 25.891 23.242
CHECK FOR EXIT GRAGIENTU/S water level 625.52 624.68D/S water level 622.52D/S bed level 616.02 615.07
8.66 9.613.98
Worst working head 9.61U/S CUT-OFFQ 1935.00f 0.91Bed width 105.00R = Scour depth 6.47F.O.S. 1.50R' = FOS x R 9.71u/s water level 625.52u/s bed level 618.91R.L. of worst scour 615.81
3.10
d =Depth of cut off provided 5.00 6.34 613.91D/S CUT-OFFQ 1873.00f 0.96Bed width 93.75R = Scour depth 6.72F.O.S. 2.00R' = FOS x R 13.43D/S water level 622.52D/S bed level 616.02 6.93R.L. of worst scour 609.09
6.933.11
d =Depth of cut off provided 7.75 4.17 7.74
b = Length of the structure 94.07 94.22
Where d = depth of down stream sheet pile.H = maximum head across
12.14 12.17
H1 = U/S pond EL. - D/S B.L.
H2= C.L. - D/S bed level.
Depth of u/s cut off required = u/s W.L. - R.L.of worst scour
Depth of d/s cut off required = d/s B.L.. - R.L.of worst scour
When Length of the structure is taken as constant
Thickness of inverted filter
GE = H/d x 1/(p x l1/2)
a = b/d =
MACRO for B
6.59 6.61 Exit gradient = 0.15 6.50 :1 0.15 6.50
Lenth of Floor "b" 94.22Assume exit radient "GE" 0.17Assumed depth of sheet pile"d" 7.75
TYPE OF BASIN = USBR_IV STONE APRON35 2.80 Worst Scour EL= 611.85
3.25 14.50 18.71608.21 608.21
58.47 25.0012.75
94.22
Gates are in operation
C:\IRSHAD\ document.xls XRPrep'd by M.I.M
04/09/2023
Ds(head loss just d/s of gate)=d2*(1+2*v^2(1-d2/a)/2g)^.5
Free Fall condition Q=CdA{2g(d1-d2)+v1^2]^.5 Submerged condition Q=CdA{2gH]^.5 d2= depth of water after jump
HYDRAULIC DESIGN OF CROSS REGULATORS Cd= Coefficient of discharge USTEL-1.5*yc a= opening of gate
zu = 0.50 zd = 0.50 STRUCTURE WITH BREAST WALL AND VERTICAL GATECISTERN LEVEL BY BLENCH CURVE METHOD LENGTH AND CISTERN LEVEL BY CRUMPS CURVES
"INPUT DATA" nup = 0.022 nds 0.0223
DESIGN DISCHARGE WSS
BED WIDTH F.S.DEPTH Qact: - Qcal:Bed level Full supply Total Energy Level
FLOODGATE DIMENSIONS
Critical FREE Critical Depth of Type Of Flow The value FLOW UNDER GATE (ORIFICE FLOW)
R.D NSL % AREAS W.PERIMET HYD.RAD. NOR.VELOCITY BERM HEIGHT BANK FREE BOARD BANK EMBANKMENT SIDE U/S HEIGHT OF HEIGHT OF Depth of FLOW USTEL Height of USTEL Water over if "H" calculated is u/s depth E2 = E1= E2-E1 USWL Head loss Assumed Crest Level Disch Depth Depth Hl= Hl-Hl Ef2= Disch Intensity Cist Lev Length Critical Depth Depth d1/dc*d2/dc Hl / dc (d2/dc-d1/dc)^3/ Hl /dc= (K + F) /dc = K=E1-CH Cist Lev Length of
S.No. START U/S D/S ABOVE ABOVE TOP LEVEL WALL DESIGNED CRITICAL PIER PIER TRANS. TRANS. CREST GATES GATE FREE GATE TRAVEL TRAVEL HEIGHT TOTAL DEPTH DISTAN. DISTANCE TOTAL GATE HOIST Water HEAD E = Hump E = Crest Type Of Flow less than yc then y1 CH+1.5 yc y1+V1^2/2g of USWL-DSWL Crest El Calculated Intensity BJ AJ d2+ q = by Blench of Cistern Depth of before Jump after Jump * (d1 +d2)/dc (4d1d2 /dc^2) (d2/dc-d1/dc)^3/ d1/dc+ byCRUMP Cistern HEAD OPEN a/h1 Cc Cd Ds V1 D1 F1
OF U/S U/S D/S U/S D/S U/S D/S U/S D/S U/S D/S U/S D/S U/S D/S U/S D/S U/S D/S U/S D/S U/S TEL D/S TEL FSL BERM HEIGHT DISCH. HEAD= WIDTH HEIGHT &OUTER &OUTER HEIGHT NO. width BOARD HEIGHT OF OF OF RAIL HEIGHT OF C/WEIGHT FROM HEIGHT TOWER Yc = ABOVE USFSL+hv hc = z + H + v2^2/2g Over Crest hump is creating the weir q=Q/Bt d1 d2=-d1+ 4d1d2 = DSTEL- Lsb= Water must be (4d1d2 /dc^2) dc^2/2d1^3 =CL-F =4.5Ef2 ABOVE ING. ref:Hyd/ ref:Hyd:
TRANSIT. B B D D U/S D/S P P R R V V dQ dQ D/S DEPT OF UP TO WALLS WALLS TO GATE COUNT. ABOVE OF RAIL COUNTER MINUS TOP OF OF TOWER ABOVE (q2/g)^.333 CREST usTEL-1.5Yc backwater effect {2q2/(gd1) 1.25Ef2 4.5*Ef2' Yc = d1 d2 equal to 2 GATE a Ele:Mech: Hand book100 U/S D/S U/S D/S U/S D/S FLOW LINING U/S D/S GATE D-CH+0.5 WEIGHT T/GATE WEIGHT T.OF GATE TRAVEL F/CREST ABUTMENT Q=CBH (̂3/2) (BWE). +d1/4}^.5 SILL or of Fluid by by W.King
ft ft cfs cfs ft ft ft ft ft2 ft2 ft ft ft ft ft/sec ft/sec Runmacro1 RunMacro ft ft ft ft ft ft ft ft ft ft ft ft ft ft cusecs ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft cft/ft ft ft ft ft ft ft ft ft ft ft ft ft ft/ft ft ft ft ft ft page 95 ft ft/sec.
TABLE OF DIMENSIONS OF X-REGULATORS ON CRBCUP LIFT PRESSURE ( by KHOSLA'S METHOD )
Type GATED PORTION BASIN OUT LET OUT LET TOTAL DEPTH EXIT WT.CREEP LENGTH D/S CUTOFF UP LIFT PRESSURE BY WEIGHTED CREEP FLOATATION CHECK CANAL DIMENSIONS F.S.DEPTH F.S.LEVEL TRANSITIONS GATES X-R LENGTHS
BASIN LEVEL
BASIN WIDTH
HEIGHTS
of STILLING BASIN END SILL DIFFEREN:. TOTAL INLET INLET UP TO GATE GROOVE D/S OF GATE GROOVE TOTAL LENGTH TRAN- TRAN- horizon. INLET U/S INTER D/S OUTLET of GRADIENT WEIGHT. WEIGHT. U/S CUTOFF INTERMEDIATE CUTOFF S.No. R.D BED WIDTH LENGTH HEIGHT
depth of calcul. Qactual Basin TYPE OF OF OF LEVEL W.LS ACROSS LENGTH LENGTH U/S STOP LOG STOP GROOVE OF WITH PRO- OF PART OF INTER:. >22.5 PROV. with CUTOFF OF X-R OF X-R provd CUTOFF below bed for GE LENGTH LENGTH THICK. d1 Lamda Lamda1 phi phi phi phi phi FLOOR FLOOR FLOOR FLOOR b1" b2" THICK. from Lamda Lamda1 phi phi phi phi phi PRESSURE IN FEET FLOOR FLOOR FLOOR FLOOR b1''' b2''' THICK. phi phi phi phi FT.OF FLOOR FLOOR CREEP UP LIFTTHICKNESS. CREEP UP LIFT THICKNESS. CREEP UP LIFT OF FORCE FORCE AGAINST OF U/S U/S D/S U/S D/S U/S D/S U/S D/S TRANS: PART D/S OF
Flow orf.free minus (F) BASIN JUMP BASIN BASIN TWL> "H" CALC. PROVID. LOG GROOVE LOG GATE KERBS JECTION EXPANS. EXP CALCU. Trans: from from from from = 0.9((q^2) / f )^(1/3) reqd.(Lc=8*H) PROV. t1 from phi phi phi phi phi THIC. THICK. THICK. THICK:. t2 top of E'2 D2 C'2 E2 C2 THICK. THICK. THICK. THICK. t1 E'3 D3 C'3 E3 WATER THICK:. THICK:. LENGTH PRESS. OF DIST.OF PRESS. OF DIST.OF PRESS. FLOOR FLOATATION TRANSIT. WALLS JOINT
Yc flow Qcalcul calcul. provided for GROOVE GROOVE GROOVE JOINT JOINT top top top top f = .9 1/GE=8 for sand top E'1 D1 C'1 E1 C1 TE1 TC1 TE1 TC1 floor % % % % % E2 C2 TE2 TC2 TE2 TC2 (Ts5) % % % % TE3 TE3 UP TO D/S GATE FLOOR GLACIS GLACIS FLOOR C/LINE C/LINE calcul.at
cfs/ft ft cfs cusecs ft ft/sec ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft. ft. ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft Kips/ft Kips/ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft
SUB SURFACE FLOW ANALYSIS PILE LINE AT POINT 1u/s Designed Floor level USFL 618.91
Floor thickness at (SP1) US t 1.5 2.00 Should be equal
Depth of u/s Sheet pile SP1(from top of floor) d 5.00Bottom RL of u/s Sheet Pile (SP1) BRL(SP1) 613.91
Bottom RL of Floor at SP1 BRLF(SP1) 617.41
Floor thickness at (SP2) (Assumed) 1.5 2.00 Should be equal
Bottom RL of Floor at SP2 BRLF(SP2) 617.41
Bottom RL Sheet Pile (SP2) BRL(SP2) 613.91
Stilling Level Sl 614.50
Thickness of Floor at SP3 (Assumed) t3 3.25 4.25 Should be equal
Bottom RL of Floor at SP3 611.25 make change if d/s pile from Design bed
Bottom RL of Sheet Pile (SP3) 608.21 608.21
d/s Designed BL DSBL 616.02
Bottom RL of Floor at SP4 612.50
Bottom RL of d/s end sheet pile(SP4) DSRL(SP4) 608.21 608.21 Make change if d/s pile from Design bed
Depth of d/s end sheet pile d(d/s) 7.81
Floor thickness at (SP4) (assumed) 2.00 2.75 Should be equal
d/s Scoured BL DSSBL 615.07
b = Total horizontal length of the Pacca Floor b 93.47 ft
b1 = Horizontal length between pile1 & Pile2 b1 22.00 ft
b2 = Horizontal length between pile2 & Pile3 b2 36.47 ft
CROSS REGULATOR AT RD 78+000 (Burala Branch)
Note:- Depth of sheet pile taken from d/s floor as rcommended by DRC on 13.08.04
A B
C Dd d1 t2 t3
b3 = Horizontal length between pile3 & Pile4 b3 35.00 ft Slope Correction factor
3.50 ft 1 11.2
3.50 ft 2 6.522.00 ft 3 4.5
18.694 4 3.3
9.860 5 2.8
0.206 6 2.5
0.145 (1/2)*(1+(1+C16^2)^0.5) 7 2.3
85.54 % 8 2
79.37 %
CORRECTION DUE TO INTERFERENCE OF PILES
+ve 0.568 %
+v1.85 %
CORRECTION DUE TO SLOPE AT POINT 1
0.00 %
85.54 %81.79 %
PILE LINE AT POINT 2
D2 = The depth of pile 2 measured from the bottom of the floor at the location of pile 1 to the bottom of the pile 2.
D1 = The depth of pile 1 measured from the bottom of the floor to bottom of the pile 1.
SP = The horizontal distance between two pilesa = b/dl = (1+ (1+a2)1/2 )/ 2
fE = 1/p x cos-1((l-2)/l) %fD = 1/p x cos-1((l-1)/l)
fD1 = 1 - fD
fc1 = 1 - fE
CORRECTIONS FOR FC1
Correction = 19 (D2/SP)^(1/2) ((D1 + D2)/b), if pile 2 is u/s of pile 1,the correction C is subtracted from fE. On the other hand if pile 2 is d/s of pile 1, the correction C is added to fc.
CORRECTION DUE TO THICKNESS OF THE FLOOR
Pressure calculated from above is at the top of the floor but we want to calculate at the bottom of the floor. It will be substracted from fE and added in fC.
Thickness of the floor x (fD1 - fC1)/d
Correction due to slope at point 1 is nil as this point is neither situated at the start nor at the end of a slope.
CORRECTED VALUES OF PRESSURE AT POINT 1
fD1 CORRECTED
fc1 corrected
5.00 ft22.00 ft71.47 ft
Thickness of the floor 1.5 ft93.47 ft
1.5 ft SP1 SP2 36.47 SP3
22.00
3.50 ft b= 93.47
4.25 ft
22.00 ft
1.50 ft
9.20 ft
3.50 ft
36.47 ft4.40 Ft.
14.29
9.42
-4.91
71.58 %
67.44 %
63.62 %
CORRECTION DUE TO INTERFERENCE OF PILES
-ive -0.63 %
CORRECTION DUE TO THICKNESS OF THE FLOOR
d = depth of the intermidiate pile (from top of the floor)
b1 = Floor length u/s of the intermidiate pileb2 = Floor length d/s of the intermidiate pile
b = Total horizontal length of the floort = Thickness of the floor
For fED2 = The depth of pile 2 measured from the bottom of the floor at the location of pile 1 to the bottom of the pile 2.
D1 = The depth of pile 1 measured from the bottom of the floor to bottom of the pile 1.
SP = The horizontal distance between two Sheet piles SP1-SP2
For fCt = Thickness of the floorD2 = The depth of pile 3 measured from the bottom of the floor at the location of pile 2 to the bottom of the pile 3.
D1 = The depth of pile 2 measured from the bottom of the floor to bottom of the pile 2.
SP = The horizontal distance between two piles SP2-SP3
a1 = b1 / da2 = b2 / dWhere l2 = ((1+a1
2)1/2 + (1+a22)1/2)/ 2
Where l1 = ((1+a12)1/2 - (1+a2
2)1/2)/ 2FE2 = fE = 1/p x cos-1((l1-1)/l2)FD2 = fD = 1/p x cos-1(l1/l2)Fc2 = fc = 1/p x cos-1((l1+1)/l2)
CORRECTIONS FOR FE2
Correction = 19 (D2/SP)^(1/2) ((D1 + D2)/b), if pile B is upstream of pile A,the correction C is subtracted from fE. On the other hand if pile B is down stream of pile A, the correction C is added to fc.
-ive -1.24 %CORRECTION DUE TO SLOPE
0.00 %
69.71 %
CORRECTION DUE TO INTERFERENCE OF PILES
+ive 1.30 %
CORRECTION DUE TO THICKNESS OF THE FLOOR
+ive 1.15 %CORRECTION DUE TO SLOPE
CS = C.F. x (L /SP)
Slope S = 2 :1
6.31 6.31
L = Horizontal length of the slope 3.25 Ft.
36.47 Ft.
Actual correction = C.F. x (L /SP) + ive 0.56 %
Pressure calculated from above is at the top of the floor but we want to calculate at the bottom of the floor.
Thickness of the floor x (fE2 - fD2)/d
Correction due to slope at point 1 is nil as this point is neither situated at the start nor at the end of a slope.
CORRECTED VALUES OF PRESSURE AT POINT 2
fE2 CORRECTED
CORRECTIONS FOR FC2
Correction = 19 (D2/SP)^(1/2) ((D1 + D2)/b), if pile B is upstream of pile A,the correction C is subtracted from fE. On the other hand if pile B is down stream of pile A, the correction C is added to fc.
Pressure calculated from above is at the top of the floor but we want to calculate at the bottom of the floor.
Thickness of the floor x (fD2 - fC2)/d
CS = Slope Correction. It is added to fE, if the floor upstream of the pile slopes upwards and substracted from fE when the floor slopes downward. Similarly CS is added to fC, if the floor downstream of the pile slopes downwards and substracted from fC wh
C.F.= a factor which depends on the slope of the floor. For slope S upto 3.1 (3.1 horizontal to 1 vertical) CF = 4.65 + 1.66 (3.1 - S)^2 for slopes S > 3.1 CF = 16.5 / S^1.12 these equations hav
SP = The distance between the pile under consideration and the next pile on the side of the sloping floor.
65.33 %
PILE LINE AT POINT 3 Please Check next
d = depth of the intermidiate pile (from top of the floor)6.29 Ft.
b1 = Floor length u/s of the intermidiate pile 58.47 Ft.
b2 = Floor length d/s of the intermidiate pile 35.00 Ft.
Thickness of the floor 3.25 Ft.
b = Total horizontal length of the floor 93.47 Ft.
t = Thickness of the floor 3.25 Ft.
2.66 Ft. 2.66
3.04 Ft. 3.04
SP = The horizontal distance between two piles 36.47 Ft.
t = Thickness of the floor 3.25
3.04 3.04
3.04 3.04
SP = The horizontal distance between two piles 35.009.29 Ft.5.56
7.50
1.85
46.40 %
42.08 %
37.60 %
CORRECTION DUE TO INTERFERENCE OF PILES
CORRECTED VALUES OF PRESSURE AT POINT 2
fC2 CORRECTED
For fED2 = The depth of pile B measured from the bottom of the floor at the location of pile A to the bottom of the pile B.
D1 = The depth of pile A measured from the bottom of the floor to bottom of the pile A.
For fC
D2 = The depth of pile B measured from the bottom of the floor at the location of pile A to the bottom of the pile B.
D1 = The depth of pile A measured from the bottom of the floor to bottom of the pile A.
a1 = b1 / da2 = b2 / dWhere l2 = ((1+a1
2)1/2 + (1+a22)1/2)/ 2
Where l1 = ((1+a12)1/2 - (1+a2
2)1/2)/ 2FE2 = fE = 1/p x cos-1((l1-1)/l2)FD2 = fD = 1/p x cos-1(l1/l2)Fc2 = fc = 1/p x cos-1((l1+1)/l2)
CORRECTIONS FOR FE2
-ive -0.31 %
CORRECTION DUE TO THICKNESS OF THE FLOOR
-ive -2.23 %CORRECTION DUE TO SLOPE
Slope S = 3.00 :1
+ive
0.00 % 2.31
43.85
CORRECTION DUE TO INTERFERENCE OF PILES
+ive 0.36 %
CORRECTION DUE TO THICKNESS OF THE FLOOR
+ive 2.31 %
39.92 %
PILE LINE AT POINT 4 (END)
b = Total length of the floor 93.47 ft.
d = Depth of pile No.2 7.81 ft.
t = Thickness of the floor 2.00 ft.
4.29 ft.
Correction = 19 (D2/SP)^(1/2) ((D1 + D2)/b), if pile B is upstream of pile A,the correction C is subtracted from fE. On the other hand if pile B is down stream of pile A, the correction C is added to fc.
Pressure calculated from above is at the top of the floor but we want to calculate at the bottom of the floor.
Thickness of the floor x (fE2 - fD2)/d
Correction due to slope at point 1 is nil as this point is neither situated at the start nor at the end of a slope.
CORRECTED VALUES OF PRESSURE AT POINT 3
CORRECTIONS FOR FC2
Correction = 19 (D2/SP)^(1/2) ((D1 + D2)/b), if pile B is upstream of pile A,the correction C is subtracted from fE. On the other hand if pile B is down stream of pile A, the correction C is added to fc.
Pressure calculated from above is at the top of the floor but we want to calculate at the bottom of the floor.
Thickness of the floor x (fD2 - fC2)/d
CORRECTED VALUES OF PRESSURE AT POINT 3
fC2 CORRECTED
For fC
D2 = The depth of pile B measured from the bottom of the floor at the location of pile A to the bottom of the pile B.
4.29 ft.
SP = The horizontal distance between two piles 35.0011.97 ft.
6.50
25.65 %
17.88 %
CORRECTION DUE TO INTERFERENCE OF PILES
-ive -0.61 %
t5=4.25CORRECTION DUE TO THICKNESS OF THE FLOOR
-ive -1.99 %CORRECTION DUE TO SLOPE AT POINT
23.05 %
17.88 %
CROSS REGULATOR AT RD 78+000 (Burala Branch)
Top of Tower=636
u/s wl= 625.52 18.71623.88 622.72
622.30 CL=620 620.23 d/s WL= 622.52
22 3.25 t3=3ft 619.86 S.S HGL 618.24
t1=1.5ft USBL=618.91 t2=1.5ft 14.5 t4=4.25ft Stilling El=614.5 t5=2.75ft Designed bed El=616.02
81.79% 69.71% 65.33% USBR_IV 23.05%
20.00 uplift Pressures 43.85% 39.92%
85.54% 67.44% W Scour:EL=
613.91 613.91 608.21
D1 = The depth of pile A measured from the bottom of the floor to bottom of the pile A.
a = b/dl = (1+ (1+a2)1/2 )/ 2
fE3 = 1/p x cos-1((l-2)/l) %fD3 = 1/p x cos-1((l-1)/l)
CORRECTIONS FOR FE1
Correction = 19 (D2/SP)^(1/2) ((D1 + D2)/b), if pile B is upstream of pile A,the correction C is subtracted from fE. On the other hand if pile B is down stream of pile A, the correction C is added to fc.
Pressure calculated from above is at the top of the floor but we want to calculate at the bottom of the floor.