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Keowee-Toxaway Project,Wave Effect & Runup Computations.
	ML19308B562
Person / Time
Site:	Oconee
Issue date:	08/09/1972
From:	; DUKE POWER CO.
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DUKE POWER CO.

j; KE0 WEE-T0XAWAY PROJECT 4 WAVE EFFECT & 8 L RUNUP COMPUTATIONS

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   ':.                                 KE0 VEE T0XA' JAY PROJECT Wind Wave Effect on Dams Vave Heicht Maximum fetch at Keowee Dam-                                              = 7.7 miles Using ;Saville's method (Tech. Report No. 4I ,

page 26) effective fetch = F e

                                                       ~
                                                                                            = 2.7 miles i

Design and wind velocity U = 45 mph Height of significant wave H for Fe = 2.7 miles 3 (Figure 1-7) = 3.6 feet Period T = 3.7 seconds Using Putz empirical formulae, Ten percent wave H10 = 1.27 Hs

                                        =    1.27 x 3.6                                    = 4.6 feet and maximum wave height Hmax    =

1.87 Hs 1.87 x 3.6 = 6.7 feet 4 For significant wave, the height of wave

 ' ^[             crest above still water level                                            = 2/3 x 3.6
                                                                                           = 2.4 feet Runup Water depth at toe = d                                                    = 165 ft. +

i H-s = 3.6 d/H 3 = 46 l Ho = 3.6 = 0.264 . ilI" (3 7)2 c:. ~ For cot = 2.5 and Impermeable slope (Fig. 3.1) Runup-Ratio R- = 1.7

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Runup R = 1.7 x.3.6 = 6.1 feet Add 14% for scale effect (Figure ~ 3.11)

                .R = 6.1 x11.14                                                            = 6.95 t                ,                ,       . _ , . , , , - , -                                - ,

                    )
                      . Reduce Runup 20% for riprap on slope R = 6.95 x 0.8                                              = 5.6 feet
                       ' Hudson's data (Figure 3-12) which is. based on model erperiments on largerL scale than Saville's, give runup ratio of 0.72 for a rubble-mound construction which is much lower. Hence 5.6 feet above Swt is a' conservative estimate for runup and is less than 7.8 feet in Sub-
                      - section 2.4.2, PSAR.

Probability-of a PMF and a.45 mph wind occurring for a substantial length of time is small. However, even if it does happen, the maximum elevation to which wave effect could extend will be 807.7 + 5.6 = 813.3 which is 1.7 feet lower than the crest elevation 815. Since water' level will' fluctuate rapidly, the additional hydrostatic preasure due to runup will not affect the stability of the embankment. Jocassee and Little River Dams have a maximum fetch of 4 miles and hence, wind wave effects on these will be less severe than on Keowee Dam.. RSB/ 8-9-72 4

                      'l    -"Shore Protection, Planning and Design", Technical Report No. 4,
                            -Third. Edition (1966), U. S. Army Coastal Engineering Research Center, Department of the Army, Corp of Engineers
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!M. E! .R AND ROCEF:LL DAst ENGINEERING i
drawdown can develop unbalanced uplift on its underside. In such cases the weight of the soil blanket plus the weight of the water above _ it, under drawdown conditions, must exceed the uplift pressure com-
,16 '
Nt / [
. puted from the flow net established before the drawdown occurs, Additional blanket thickness may be necessary for stability, parti-g l/l l cularly close to the dam. %/J A ' lt The blanket length depends on the reduction required in secpage as o -
7 l established by a study of the tiow net and cracks and nssures in the i l' j#[ (mmdr.; ion. Some designers have arbitrarily used a length equal to i so cight to ten times the head minus the dam width upstream from the [ ,;^l,_ - l core or internal drain ; but such a rule cannot be justincd from any j rational consideration of the scepage. 3 l ,,,. I. l Blankets on a compressible foundation can crack' by settlement. For this reason, in such cases, it is best to defer blanket construc- { j</l -
. 3 }
tion until the embankment has reached at least half its projected = E io f height. , p 8:5 Embankment Design i 'l b Basic Components. The basic components of the embankment are : [!jl
1. The core - the water holding element.
s,/, i
2. The shcIl or shoulders - the structural or supporting elements.

3. The drains- the water pressure relief system. Fig. 8.4-E velc Homogcncous dams employ the same material for the nrst two for:
components.' In some homogeneous dams the core function is deli- . Nete 1: Th
! to-neated by the internal drainage system or by a different degree of Note 2: Tc compaction or a different moisture content. In others, limited to small .
dams, the cross-section is completely hon ogeneous. re l i IVave Height. The heit .ht of waves generated by wind in a body I of water is a complex function of the wind velocity, the duration of that velocity and the fetch (length of open water in the direction of the wind), the water depth, and the topography of the bottom.13 the typical reservoir where the wave height is ,but a fraction of the water depth, the depth and bottom topography have only a mmor induence on the waves and, only~the nrst three factors are of~
~ ' ~
importance. where H is thi
~ A nunfer of semi-empirical relationships between wave height and , the wind dur: ' hour. The esp the wind,^ with its duration and fetch, have been developed from '
wind duratior observations of actualwaves. Of these, the Sverdrup-Munk formulae (1) which were developed from studies of ocean waves has been found to ' that will rem give a reasonable approximation of the height of waves generated in blows. This d small bodies of water -such as reservoirs (2). The formulas are as l' If the actu develop tv ; e follows:
. l O lD *D M ou m A[h@l.m[ .i- .
1
Y()Wtfj
/
EARTI! DA3! DESTGN 195
** ouration cf vr.r.d in heurt ? ? 9 %
[ l 'W.A i N N> as *3 jN[b 1 k 53 k/I, { s
'N4 '&1Ci'd 1 U '%i '#3.(
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.5 t / ; A a 3 s / // ! 4 5 40 y i
reich & stance in maes R 30 41 .50 Fig. 8.4---Effective velocity, d wave height in feet as a function of wind formulas. uration and fetch based on Sverdrup-Munk Note 1: Note 2,: The logicalwind velocity and duration are determined fro To use, data and the fetch from the reservoir map. m meteoro-i corresponding fetch or duration is reached first The read en the solid diagonal lines (2). . e g t is gp.i $t g'j g,1N - I o.ca 1.au e'd j
/j '*, 2 @
l H = 0.0313 F U 7 S b.j>l g'
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T = 2.45 e.sss7o.us./m p?
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l F/ U (8. lb) f3
; the wind.d_uration in hours; . . n e e c t g.and miles ;.T_ U the wi dwhe l hour. The expression for wave height, Equation 8Qj w la asvelocit .__ ind_ duration for the developmentsumes of an equilibrium sufficient _ g I
I that will.rema.in blows. This duration,constant T, is given.regardless _ wave.hcight by Equation 815 of how much, l l If the actual' wind 2tiratio6 fofi giveitielocity'is ~ not I deWohe equilibrium ~ condition,a co sufficient reduced'fetgis' t ted'fio~rn* to iiiiii i G l I
+ . ~ . =
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5 2- -1 106
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EARTH At?) ROCKFILL DAM ENGINEERING 67 6FS !. . i
,,,,,,,E.quation 8.lb using the actual duration for T. The wave height is guard rail f';
then computed from the reduced fetch from Equ:ltion 8sla., A plot riprap, or a ;. of both equations developed by Bretschneider and Putz(2) is shown from the sp. in Fig. 8.4. To use this chart, go from left to right on the wind velocity ! values for 1r-line until either .he correspondin; wind duration or fetch is reached j If the ant (whichever comes 6rst). Then read the wave height directly. To obtain i c!cvation a ilm ~rcatest effective wave, it may be necessary to try several different l elevation kn , W ml combinations of wind velocity and duration with the fetch . designer ma: over which the wind acts, freeboard. Tim effectwe wave.hcight.coniputed,by the formula. represents .the Top WiIti.' average. height of the highest, one-third. of all waves ;a few waves will use. A m,m,m, ri/ . c$% be higher, but most will be lower. The theoretical maximum wave ! small trucks - could be much higher than the effective wave, but this would be a rare require occa l occurrence and it would have little affect on a dam. Model stmHe< permit the u inf licate that thc. maximum. nave to._t,e expected,.one.. pen.cenLof the highway, the _ti,mc is apnroximatelv 11t_ imps the. effective height (3). for its maintr When a wave approaches a sloping surface such as the face of a dam, g from 10 feet :. it breaks and converts into a wave of translation which runs up the i Core Loca!. slope. Based on experimental data by Saville, the vertical height of most of the i run-up above the still water level-depends on the slope of the face, the reduces the p roughness of its surface, the wave height, the wave length, and the l and increases water depth at the toe of the slope (4). The values given in Table 8.3 , core to funct should be adequate for design of dam. pe - g pc.bv % e of the found gg4 ; of downstrea: TABI.E s.3 9 I This is an ai WAVE RUN.UP ON SLOPES N!x OhlI % I borrow pits a constructcd . Ratio of run up to maximum wave height l core is impo,
'##### particularly Smooth surf.us Riprap su_rfaN gy 1.s(rt) to 1 (v) .s [ 2p.t.o -
slightly great g 4(II) to I (r) 2.o g 1.3
) The maxirn im vertical height of run-up, then, should be equal to the /
efi rtive wave height, Fig. 8.4. multiplied byj~and bf~~the apgpriate"~ <w,-
. b factor from Table 6.3. ~ -
[p Re Top Elevation. The elevation of the top of the dam is the sum of I i,".77l M f) the maximum pond level, the freeboard, and the anticipated settle-ment. The maximum pond levelis established from the hydrologic and e I p' f' hydraulic The minimum considerations and freeboard is equal willmaximum to the not be waveconsidered run-up. here. drawdown a r$ In some cases this is increased by 1 to 2 feet to allow for splash or for freak high waves which could wash over the top of the dam. In others
\'O \ a low wall 1 to 2 feet high serves both to reduce splash and also as a dec ed o . t.
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