Text

App 2C,Section 1,to Crystal River 3 & 4 PSAR, Plant Protection Against Hurricane Wave Action
	ML19319D698
Person / Time
Site:	Crystal River, 05000303
Issue date:	07/15/1969
From:	Dean R, Eaton R; FLORIDA POWER CORP., GILBERT/COMMONWEALTH, INC. (FORMERLY GILBERT ASSOCIAT
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ML19319D697	List: ML19319D696; ML19319D698; ML19319D699;
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	GAI-1650, NUDOCS 8003240690
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O APPENDIX 2C SECTION 1 PLANT PROTECTION AGAINST HURRICANE WAVE ACTION FIVISED AMENLMENT 7-15-69 0218~

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t 8003240Q

OCTOBER 26, 1967 GAI REPORT NO. 1650 (REVISED APRIL 25, 1969)

PLANT PROTECTION AGAINST HURRICANE

'IAVE ACTION ^

CRYSTAL RIVER PLANT FOR FLORIDA POWER CORPORATION BY GILBERT ASSOCIATES, INC.

RICHARD 0. EATON, P.E.,

et al.

DEPARTMENT OF C0ASTAL AND OCEANOGRAPHIC ENGINEERING FLORIDA ENGINEERING AND INDUSTRIAL EXPERIMENTAL STATION UNIVERSITY OF-FLORIDA f

AMENDMENT NO. 7 JULY 15,1969 0219 O

GIL S E R T A S S OCI A T E 5. INC

',fA3LE OF CONTENTS

?"R*.

SUMMARY

i INTRODUCTION 2

GENERAL 4

DESIGN HURRICANES 9

MAXLMUM TIDE LEVELS 11

!!INIMUM TIDE LEVELS 11 WAVE TANK MODEL STUEY 12 SLOPE PROTECTION 14 Exhibit 1 Wave Action Study - General Plan of Plant Area Exhibit 2 Wave Action Study - Section of Maximum Wave Attack Q

Exhibit 3 Design Hurricane 1

%j Exhibit 4 Design Hurricane 2 Exhibit 5 Design Hurricane 3 Appendix 1 Analysis of Alternative PMH Parameters R.O. Eaton Appendix 2 Wind Speed Estimate for Low Tide Condition R.O. Eaton Appendix 3 Detailed Report of Model Study R.G. Dean ATTACHMENT Report of Model Tests to Determine Extreme Runup at Florida Power Corporation Crystal River Site O

L 0220

\\

GILBERT ASSOCI ATEL IMC 1

1 Using the recently revised criteria for the PMH as outlined in ESSA Memorandum HUR 7-97 and HUR 7-97A, a comprehensive program of analysis and testing was undertaken. The results of the program are as follows:

Maximum Tide Levels: The maximum storm tide level is at elevation 112.6 feet.

1 Minimum Tide Level:

The minimum low tide level is at elevation 83.3 feet. Plant safety during emergency shutdowt. operations can be assured down tc a tide level of elevation 79.0.

Wave Run-Up Model Study:

The top of the protective embankment will be at elevation 118.5.

On a very conservative basis, initial exposure to the calculated maximum storm tide condition could result in a small amount of overtopping. Because very conser-vative assumptions were considered, it is felt that this over-i i

topping is not significant. After initial exposure, the step slope reduced the maximum runup level to elevation 117.9 and provided 0.6 f t or more of free board.

Slope Protection: Soil cement slope protection as described for the original slope can be used for the present design.

The objective in consideration of the ESSA criteria has been to pro-vide complete assurance of plant security in the design. It is felt that the results uncombined of the program show that an ample factor of safety remains under the worst postulated conditions.

1 4

(:2) 0221 i

l

2 INTRODUCTION O

The Crystal River Power Plant site is located on the Gulf Coast of Florida, approximately seventy miles north of St. Petersburg, and is within the zone of rather frequent hurricane attack. Based upon past experience with flood records in the Gulf and South Atlantic coastal areas, there can be no doubt that the most extensive flooding to be expected in this area will be that which occurs by reason of abnormal tides resulting from hurricanes, augmented by the forces and run-up characteristics of waves which may be expected to be present during the height of hurricane flooding. The minimum tide level, or water level setdown, is an equally critical factor to be considered, and which will al.a occur from hurricane action.

The Probable Maximum Hurricane (PMH) to produce such effects was computed by the criteria effective at the time and the results of h

a comprehensive study of the effects were submitted as a part of the project Preliminary Sefety Analysis Report.

In the Safety Evaluation Report on Crystal River Unit 3 Nuclear Generating Plant, dated June 6,1968, the Division of Reactor Licensing stated that the PMH and its effects had been reviewed by their con-sultants and found to be comparable with PMH occurrence as then defined, i

f but required that the plant protection conform to the applicable 1

portion of the revised ESSA criteria.

These studies were conducted by the Hydrometeorological Branch of i

l the Environmental Sciences Services Administration (ESSA). A revised 1

0222 e'

G I L B E R T A S S O C I A T E S. I N C.

3 hurrice.ne criteria has been released with the title of " Interim Report -

Meteorological Characteristics of the Probably Maximum Hurricane, Atlantic and Gulf Coasts of the United States." The criteria is covered by Memorandum HUR 7-97 and Memorandum HUR 7-97A of the ESSA.

This report presents the study of plant protection against hurricane wave action, using hurricanes defined by the criteria of HUR 7-97 and HUR 7-97A.

O r

O 0223 GIL8ERT ASSOCIATEL IMC

4 GENERAL e

1.

Probable Maximum Hurricane (PMH). The PMH is defined by HUR 7-97 as a hypothetical hurricane having that combination of characteristics which will make it the most severe hurricane that can probably occur in the particular region involved.

The hurricane should approach the point under study along a critical path and at optimum rate of movement.

2.

Hurricane parameters are identifiable characteristics of individual hurricanes used for developing hypothetical hurricanes corresponding to various degrees of probability in different geographical zones.

The following are the most common and useful.

a.

Central Pressure Index (CPI). The minimum surface pressure in the eye of a particular hurricane.

O b.

Radius of maximum wind (R). Hurricane surface wind velocities tend to increase rapidly from zero in the eye of the storm to maximum values some radial distance from the storm center, then decrease gradually to the outer limits of the storm area.

In a typical well-formed hurricane over the water, the locus of maximum surface winds is roughly circular. The average radius is referred to as "R".

c.

Forward Speed (T). The rate of forward movement of the hurricane center (eye), usually averaged over several hours.

d.

Maximum wind (Vx). The absolute highest surface wind velocity in the belt of maximum winds. In this report "Vx" is taken O

c i r. B E R T A S S O C H T E 5, 19 C.

5 p

as the maximum wind possible to produce either maximum or J

minimum tide levels.

e.

Peripheral pressure (Pn). The peripheral pressure is the surface pressure at the outer limits of the hurricane where l

the hurricane circulation ends. This is assumed to occur j

i where the cyclonic isobars give way to straight or anticyclonic l

1sobars.

3.

Computation of Maximum Wind (Vx)

The equations used in computing the maximum design winds of this report are:

Vgx-= K (pn - po)b - R (0. 5 75 f)

and, Vx = (F) (0.865 Vgx) + 0.5 T where "Vgx" is the maximum geostrophic wind in mph, "Po" is the CPI in inches of Hg., "Pn" is the asymptotic pressure of maximum winds in nautical miles, "R" is the radius of maximum winds in nautical miles, "f" is the coriolis parameter in units of per hour, "T" is the forward speed in mph, "K" is an air density coefficient and its value varies with latitude, "F" is a wind reduction factor, the value of which varies with the location of the eye in relation to the coast line, and "Vx" is the design wind speed in mph.

4.

Hydrodynamic Effects of Hurricanes Knowing the parameters of a design hurricane, the water depths in C) the area traversed by the storm, and the topography of the area in the v

c. i t. B E R T A $ $ O C I A T E S, I N C.

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0225

6 vicinity of the specific point of interest, the hurricane may be analyzed to determine the tide elevation. With knowledge of the tidal elevation and topography, the maximum incoming wave may be computed. This report has utilized the conventional two-dimen-sional method of analysis which gives conservative results.

The most vulnerable section of the plant to attack by wave action is shown on Exhibit 1 and on Exhibit 2.

The orientation of this section is such that the maximum wave action must be received from a wave traveling north. The maximum storm tide, however, must be produced by winds blowing generally to the east. This report has used the concept of the maximum wave action occurring perpendicular to the storm wind to produce the most conservative assumptions as possible regarding the plant protection under shut-down conditions.

O The concept of plant security under shut-down conditions is also applicable to minimum tide level (setdown condition). The con-sideration of the setdown condition has been to provide complete assurance that the minimum tide level does not fall below elev-ntion 79.0.

At this elevatica there is still negligible head loss in the intake canal at tre maximum emergency flow, and approximately 8.0 feet of water above the intake of the nuclear service pumps.

These pumps must remain operable during the setdown as well as all other conditions.

5.

Section for Wave Run-up Study The worst section as to wave action is as shown on Exhibit 1 and on Exhibit 2.

This section is oriented in a north-south direction, O

m m m., x m m., "

0226

7 with the wave train traveling north toward the-plant site, and with the maximum storm tide being produced by winds blowing eastward toward the plant. The section considered is the least protected agains t wave action and is also taken to include the circulating water system intake structure.

The traverse of the wave train is across a reach of natural ground over a mile in width, across approximately 600 feet of highly compacted fill, across the intake canal, over the circulating water system intake structure, and against a slope rising to a level top at an elevation which affords protection to the plant itself. The basic layout of the plant has been based on having a level surface at the top of the slope which is 100 feet wide and is at elevation 118.5 feet.

In the original design, the slope was nominally on a slope of three feet horizontally to each one foot vertically. The actual wave break was a series of steps, with six foot berms and two foot risers, extending over the entire slope. Under the previous criteria for the PMH, the maximum storm tide level was at elevation 109.4 feet and the possible wave height was 9.0 feet. The design slope broke the waves with from two feet of free board from the maximum run-up and four feet of free board from the median run-up.

From the standpoint of wave protection the top surface could have i

been lowered at this point, but the top elevation at 118.5 feet I

Y is the optimum condition for plant layout. Maintaining the top l

surface at elevation 118.5 feet, and still maintaining integrity t

from overtopping became the prime consideration of design of the l

G I L B E R T A S S O C I A T E S. I N C.

8 wave break under the revised PMH criteria. The section which was tested in the wave tank is as shown in Exhibit 2.

This section has a top surface at elevation 118.5 feet and a slope of four feet horizontal to two feet vertical steps down to elevation 112.5 feet, where there is a berm approximately 47 feet in width. Below the barm is another slope composed of four feet on two feet steps. Design computation, indicated that this i

section would be effective in preventing overtopping of the pro-tection by wave run-up.

This section was completely tested in the wave tank at design maximum tide elevation. Slope armor will be provided to maintain the integrity of the section.

Effects of the wave train on other elements of the section were also considered. Development of a roller action across the intake canal was considered to be likely, but that the roller velocity would be of a low magnitude. However, the possibility of erosion was considered and provisions were made to prevent it.

The most vulnerable point of erosion attack to the circulating water system intake structure would be undermining and undercutting at the toe; consequently a cut-off wall will be extended downward into the competent caprock. The cut slope, south bank, of the intake channel will be protected by existing limestone which will resist any move-ment due to wave action or roller velocities. The 600 foot wide expanse of compacted fill is a very hard and durable material and is considered highly resistant to the passage of waves over it.

The material is densely compacted and recemented limestone, which will continue to harden with age.

O 0228 m......,~,.....,_

9 b

DESIGN HURRICANES

%.)

At Crystal River Unit 3, equal consideration is being given to the maximum tide elevation and to the minimum tide elevation. It became apparent early in consideration of hurricane effects, that the hurricane would not produce both effects, and that a hurricane to cause either event should be of the same frequency. Separate design hurricanes, in accordance with EUR 7-97, have, therefore, been con-sidered for each condition which could conceivably affect plant security during shut-down.

There is only one mode of hurricane approach which will cause the maximum tide lavel. This is a PMH hurricane approaching the plant site with such an orientation that its maximum wind force will be directed over the critical approach path to the plant site to produce O

the maximum tidal set-up condition.

Such a hurricane wind should also have sufficient time of application of maximum wind to enable the maximum set-up to establish itself.

The design hurricane for this condition has been established as a slow moving hurricane, of rela-tively small radius, approaching the plant and becoming stationary approximately 5 miles offshore. For this hurricane the following parameters were used:

(

pn 31.25 inches Hg

=

26.70 inches Hg po

=

0.26 hr-1 f

=

O

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c t L a E R T a s s o c I A T E S. I M c.

10 The resulting maximum geostrophic wind speed (Vgx) from the above O

factors is approximately 160 mph. For a stationary hurricane, this produces a maximum wind speed (Vx) of 138.5 mph.

This value is slightly in excess of the val e as given in Figure 9 of HUR 7-97.

The value of 138.5 mph has been used in the two dimensional analysis of the maximum storm tide.

In consideration of the minimum tide elevation (setdown condition) it became apparent that two modes of storm approach would need to be considered. One mode is a PMH approaching from the Gulf into a position where the off-shore wind will produce a maximum setdown condition. The hurricane should remain stationary in the optimum condition to create setdown. Under these assumptions, the maximum possible off-shore wind speed is 97 mph.

The second mode of approach would be a South Atlantic hurricane entering the East Coast of Florida and tranversing the peninsula in approximately 8 hours9.259259e-5 days 0.00222 hours 1.322751e-5 weeks 3.044e-6 months . For this hurricane, a Vgx is taken to be 162 mph, so that the maximum wind speed is 140 + 0.5 T mph. Upon entering the coast this Vx becomes 124.5 + 0.5 T as it begins its movement across the peninsula.

For time t + 8 hours9.259259e-5 days 0.00222 hours 1.322751e-5 weeks 3.044e-6 months , the wind speed reduction factor is 0.75, so that if the hurricane is moving at a forward speed of approximately 8 mph as it nears the plant site, the maximum wind speed will be about 97.5 mph.

It is reallied that these set-down wind speeds are not exact.

but they are felt to be very much on the conservative side, and serve to fix an upper limit on the wind speed which would cause maximum set-down.

9l 0230 G I L B E R T A S S O C I A T E S. I N C.

\\

11 MAXIMUM TIDE LEVELS The calculation of the storm tide level, using the PMH as established by HUR 7-97 and HUR 7-97A, is included in this report as Appendix 1.

The maximum storm tide level, as established by these calculations, is at elevation 112.6 feet. The maximum significant wave height was computed to be 11.7 feet with a period of 8.2 seconds. The maximum breaking wave height is estimated to be 11.4 feet.

The cale ;_oted results of the storm, as shown above, were introduced

~

into the wave tank study and used with the section as shown on Exhibit 1.

MINIMUM TIDE LEVELS The calculation of the set down condition for the design hurricane included in this report as Appendix 1.

OV The minimum low tide is established by these calculations to be at elevation 83.3 feet.

Since plant security during shutdown operations can be provided whenever the tide level is at elevation 79.0 feet or above, the foregoing calculations appear to assure plant safety.

As an added precaution, however, GAI requested that their coastal engineering consultant furnish calc '.aticas considering an off-shore wind speed required to produce a set-down to elevation 79.0 feet.

The result of such calculation shows that a wind speed of 110 mph O

./

0i?31 G IL B E P T A $ 9 0CI A T E S. IMC

12 at the shore line, and increasing to 115 mph at a distance of eight miles offshore is required to produce such a setdown. This compares very favorably with the conservative estimates of offshore wind speeds of approximately 97 mph obtained from the design hurricanes shown as Exhibit 4 and Exhibit 5.

It is felt that the results of all portions of the setdown study show that an ample factor of safety remains under the worst possible postulated conditions.

WAVE TANK MODEL STUDY As with the original slope design, a wave tank model study to verify calculations and design considerations was conducted by the Department of Coastal Engineering and Oceanography of the University of Florida, Gainesville, Florida. The study was under the direction of Dr. R. G.

Dean.

O The objective of the testing program was to determine run-up on a smooth slope representing the exterior surface of the erodible material, and the run-up on the stepped slope representing the section af ter loss of the erodible material. During the program, sever.tl modifica-tions of the section were made before arriving at the final design shown on Exhibit 2.

The testing procedure for each run was to first establish the desired still tide level in the tank and then to determine the combination of wave amplitude and period resulting in the greatest run-up.

Tide levels at two fcot increments were considered to envelope the anticipated calculated maximum tide level. Two runs were made at each tide level for verification.

i CILBERT 4 9 5 0 C I A T E S. I N C.

13 I

,[ }

Results of the model tests are shown in a series of colored moving pictures which are available for study. From the results of the model i

tests, it was possible to develop an envelope of maximum wave run-up i

and median wave run-up versus tide level for each slope tested. Using the maximum storm tide level of elevation 112.6 feet as established by the hurricane calculations with the appropriate envelope, the worst run-up on each type of slope was determined.

The results may be sum-l marized as follows:

(For detailed results, see Appendix 2.)

1.

Smooth slope. Testing of the smooth slope of the final section (shown in Exhibit 2) iadicated that the maximum runup level would be elevation 121.1.

The median runup at the 112.6 foot tide level reached elevation 119.3 feet.

These levels ara 2.6 feet and 0.8 feet, respectively, above

()

the elevation of the embankment crest. Since the slope of the model extended somewhat above elevation 118.5 feet, which will be the actual crest level, these values do not represent the height of overtopping. Upon reaching the crest of the embankment, the runup would be relieved con-siderably. The height of overtopping would therefore be somewhat less than 2.6 feet for the maximum waves and 0.8 feet for the median waves.

Exposure of the smooth slope to the worst combination of I

tide levels and wave forces assumes that there has been no loss of the erodible material on the slope between the inception of the storm and the peak of the storm. Since u! -

0233 i

G ILB E R T A S 90CI A T E S. IN C

14 i

the material covering the stepped slopes will be selected for its high erodibility, this is a very conservative assump tion. Any roughness of the slope, or erosion of the erodible material prior to the occurrence of the maximum tide level and maximum waves would reduce or prevent the overtopping by the maximum waves.

2.

Stepped slope. Run-up was significantly reduced. The maximum run-up reached elevation 117.9 feet at maximum storm tide level while the elevation of the median run-up was 116.9 feet.

The average of measured mean wave heights of 11.7 feet verified the calculations.

Free board on the stepped wave break was from 0.6 feet to 1.6 feet.

3.

The area of most intense breaking force at the high tide levels occurred in the vicinity of the top edge of the section's lower slope.

The results of the model study show that the plant is adequately protected agsinst wave action by the proposed enhankment design.

This protection will exist during initial and prolonged exposure i

to the PMH.

I J

SLOPE PROTECTION i

Although consideration of the ESSA hurricane criteria has resulted in modification of the cross section of the slope, the use of soil cement for slope protection has not changed.

See Appendix 1 of the PSAR Appendix 2C for the description of the slope protection and i

the construction procedures.

0234

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O t i + i i 1 Appendix 1 Analysis of Alternative PMH Parameters R.O. Eaton 0 0241 O I i GIL 8 E R T A SSOCI A T E S, INC

10012 ADMIRALS WAY TELapwont ase-soos FOTOW AC. MARYLAND 2 CSS 4 AREA CODE 301 MAtWNG ADDRE5s Rf CH ARC C. EATON. P. E. P.O. sox 124e CONSULTING ENOINEER ROCMVILLE. M APYLAND 208SO SUPPLEMENTAL FLOOD STUDIES FOR CRYSTAL RIVER NUCLEAR POWER PLANT Report to Gilbert Associates, Inc., Reading, Pennsylvania BASIS FOR REPORT 1. Under date of June 9,1967, the undersigned submitted a report on Flood Studies for Crystal Fiver Nuclear Power Plant. The report dealt primarily with flood stages which would be reached under the Probable Maximum Hurricane which could affect this area; the wave heights associated with maximum flood stage; and with the aid of a supplemental model study the heights reached by wave runup were predicted. By oral request from Mr. Hottenstein a review has been made of the earlier report taking under consideration ESSA Memorandum HUR 7-97. This paper suggests criteria for establishing Maximum Probable Hurricane Parameters for the Eastern and Gulf Coasts of the United States. DISCUSSION AND CONCLUSIONS } 2. We find ourselves in agreement with all of the suggested parameters except the peripheral pressure (Pn). The ESSA report does not specifically recommend the suggested higher values of Pn but recent conferences with the AEC Staff indicate that they tend toward its acceptance. We object because we feel that this takes the criteria far above the " Maximum Probable" range. The basis of our argument is contained in the attached report by my associate, Mr. Hacussner. We have, however, included elevations of Tidal Flooding based upon three evaluations: that contained in the PSAR (20.2 ft. MSL); the adjust-ment which would be made on the basis of ESSA Memo HUR 7-97 disregarding extreme P values (19.2 ft. MEL); and finally, the highest possible value of n P resulting in a height of 23.4 ft. MSL. I concur in Mr. Haeussners n recommendation that the figure of 20.2 ft. MSL as presented in the PSAR continue to be the basis of design criteria. WAVE RUNUP 3. For preliminary consideration it may be estimated that for any elevation above 20.2 ft. MSL the runup as measured in the model would increase by about 807. of such increase in water level. Since additional model studies are in progress with modified slopes the model results should be accepted for final runup determination based upon the design water stage adopted. . ^ ea / < F. + (S . November 5, 1968 Richard O Eaton, P.E. x,,) Consulting Engineer 0242

(m. b ANILYqTS OF /LT, rip.TF.? P.".!'. PARAMETERS K9 CRY 9TAL RTW.R. FLA. Nf!CLYAR PO'.WR PL.WT Tha following information is submitted in response to a request for a comparf. son of the peak P.M.H. tidal serge elevations that would be cenerated at the proposed Crystal River, Fla nuclear power plent site using *MSA "emorandum WR 7-97 and the following altern<tive indices: a. C. P.I. (pol a s ri'.*en in 95 7-97 rith Peripheral Pressure (o ) used in P.S. A.R. dated Jrne h,1967. n (N b. C.P.I. (po) and Perioheral Pressure (pn) as riven in u) H"R 7-9 7. The resulting tidal surge elevations are to be compered -ith the valua given in P.S.A.R., submitted by the author June h,1067. 1. Evaluation of P.M h. Parameters. A comparison was made of P.M.H. parameters contained in the P.S. A.R. dated June h,1967 and those that would be derived from vemorandum. HUR 7-97, "Interi, ) i Report - Meteoro1cciesl Characteristics of the Probable Idaximum riurricane, Atlantic and Gulf Coasts of the 'inited States". deted May 7, 102. (Th9t recort is an interim report with the finsi report to be pvblished at some later date.) For ease in reference, e1ch parameter tM11 be compared in separate subparagraohs below, a. C.P. I. ( po). The central pressere index value (po) ) derived in the P.S. A.R. was based en a hurrienne central-0243

O pressure fror,uency annlysis e], tin nraesnre to intf tedi # veristion, extrapolatai to e *etern freo.nenc" of 7 ' B'1 years; the res"1 ting C.P.1. va)"q ws erlacte? =5 76.00 inches applicabla 9t tF1 pinnt site, 3 = tit ie ?0 f7'. Tabl a ' ef 'iHR 7-P7 I ?ona.. Gnif Onerti -iver = ". .T. n'-a n# 94.68 incha= #c~ th.et Ir+1tud. On en.- ~ of thet terr-t is noted that tha P.O.I. velvas riven in tim t + 951r -***re=n' P..9. with a return ner$od of 1,930 yaars, t c.*~r.--i--r, a 'Nhibit 2 of 4 he P.S. A.R. =t r ret em -an"en-" ce 1,30? mere " cold -fes e ".P.T. oT 26.70 incler -- rithf r ' 0^ 4,*h of tca value recomrandec' in WR 7-97. b. Radius or noximum uir:ds]. Table 1 of W t.c. ""' 7 7? ets 3.nerrible reiii for asch C.F. T. valr = ran-ing from 5+ to 't + lh sta tide r41es et latituda 040 C7 '. In tha F.T f

5.. n "ni n.= of 0 statute riles 1.:as selected as renresentative of se"e*e =torms in the 'M,rd dr rnif coastr? nras.

TPnt velre is vith.dn tha re-a of acceptehla v& es riven in mra 7.o7, c. "erinbarol nressare ( n i. The per'uher:1 nrest".e I.pn) n valve used in the P.S./.9. wen 20.9,2 $nches -- 9 valre found to be asse71sted vith the most sevare hurricane of racord in the Flcrida cree. .In 1<$ eure 6 of Femo. FUR 7 07 9 relet.donsh'n is nurpo=ted)v "iven relating the hi-heet peasible peripheral prarrure in a h"*rie,ne to latitude. It ir hrsed on in evtrem.: enve3spe of nn vs. Intitude vr7"ar observad in.ecord b rrieenes. / "earve or bart fit" is nIno riven reovesenting r arage yx . \\x R' ll> A

(VD intensity hurricanes, which curve is about 1.3 inches 1.ess than the envelora curve. I' sing Figure 6 a pn value of 31.25 inches would he chtnined. P.owever the use of an en-velope curve is not considered reasonable from a meteoro-logicel. standpoint. The most severe hurricane of record observed th'is far in the south Atlantic area was that of September 1935 which had a C.P.I. of 26.35 inches and an asymptotic pressure of 29.92 inches. Tne envelope curve h Figure 6 envelopes only 2 or 3 pn values unich, in themselves, are not acseciated with severe hurricanea of low C.P.I. In view of t,he fact that no==taorological avidence has bean A presented to prove conclusively th.1t a sa" eve hurricane of V extrenal'r Ic*' C.P.I. m.ust be nes"ned to occur with in axtreme pn val", tha v119e r-iven in the P.3.3..R. is considered both re a s on el a and probable of occurrence, d. "e &.un v4r.d spead Vx. The nx4.mr: lO-minute.,vernce ", "t.-o-er ratar wind speed derivad for the P.3.a.R.

ros l?h.2 r$ (ro = 25.00 inches, -'n = 29.92 inches).

Tb-7alue of Vx derived from Fi;ure o of Memo. HUR 7-97 for no = 26.68 inches uss found to be 133.5 mph. Usinr = no value of 26.3 inches and a pn value of 29. P. inches a en""asconding value of 7, of 11h.3 vnh is obtained. Bach of the abov.' i'x valras f9 for a stationar;.- *' m vi te.:e+. the edde d affcat of for'fard speed. e. Forward soeed T. The P.S.i..'.. nss"ned a foward sreer' of qO 0245 9

O 9hout 3 hots with that speed dropoiIr to rero ne the storm rceched its critical position for ,ximu~. surt? cene eti n at the coast. Tecle 1 of heno. 1.19. 7-97 indicates a slow speed of trancleth n of h knots is accepteble. f, g vary. A tabuletion of the alternrtive parametere noted above, and co i-idered in t!'e s'irre computatiers is given brle'n P.T8.'!. Parama +ers % r or'. CP' (po) ("n' R 7 T x in-has inches stat. mi. ?.ph 99h u. ". '.. i. 26.17 25.02 9 12h.^ 7^?(' ^6.?9 2' ' 2 9 113.? 3 "'T ' '?. 7 ^7 ( b ) 2 6. 5"- 1.2r 9 D'." Ti i-1 inr; e Cornut'ti. ?! ^ e. (Mn ral. ' c i n t he ". 3. _S. 9.., b~r '.c inforn,ti on rr10tir-- t c t he o'r::runter :ind pro i13,, pre, cure v ristions, pressu e ?'foc+. "ni r iso el n,' tern dat, for h19. 7-?7 stor.m ( m),,sramatars ' re obtained b;/ c9ns of a 0..:,. h15 ccTpetsr pro;"e n. Basic c'itput ""o-th-t pre;ra.r. j s shown on nxhibits 1 and 2. Sinila.r dete for t.'E 7-97 storm (b) t:^r.3 obtaind u=ing co parabic procedures ;iven in that rey rt. 4 plot of tna resultin; over :'ter rini profile for each of the ' eterto is oiven or. Firure 1; cc9 parable profiles of the varis-tion in irers"re,nd nressure ef fect with distence from the storm c ntar are s"ctm en Firu"? 2. O h. Co putation pro edurae. The basic tidal surge formula nnd com-g putntion procrhires for li'S 7-97 storne (c) rnd (b4 were the same D 9 a,

O as those employed in the June h,1967 P.S.A.R. Their discussien will not be repeated here. c. Results. A comparison of maximun tidal curce elevations re-sulting from the 3 Probable Faximun Hurricanes is given below: Maximum Surge Elevstion P.".H. Ft. FLU Ft. MSL P.S. A.R. 21.h 20.2 HUR 7-97 (a) 20.h 19.2 HUR 7-77 (b) 2h.6 23.h d. D,iscussion. As can be seen from the above tabulation the use of a P.'!.H. with a C.P.I. return frequency of 1,000 yerra compared to a 10,000 year P.!f.H. event, as assumed in the P.S.A.R., results in a difference in peak surge elevation on the order of 1-foot at the plant site. Use of an extreme combination of (po) and (pn) values, as suCCested,but not necessarily recom: ended, in P?. 7-77, results in a peak surge frot3+ to h+ feet higher. In view of the argunents noted above against the unsubatantiated esse'tption of an extreme (pn) value for the PJi.H., the resulting peak surce elevatf en is considered both unreasonable and untenable. Furthermore, since the difference in computed peak surce velues for the P.S.A.R. - P.'.r.E. and storm (a) is sas11 compared to the overall peak surge ale intion, it is recomended that the basic P.S. A.R. value of 21.h ft. !'L'.i be re-tained as a bcsis for desiCn against P.M.H. tidal flooding. 3. Wave Action. An evaluation was made of wave action thet would be expected to occur during the alternative P..Y.H. peak surge con-ditions discussed above. Basic criteria coverninC wave generation OO 0247 3

O in the area imediately offshore of the power plant site, as well as procedures used in the analysis for determininc s$rnificant wave heirht and peried, are discussed in the J"ne b,1967 P.S.A.R. In Eeneral, variations in the offshore depth profile used to evaluate nave canaratien durinr the peak surce for stoms (a) and (b) will vary in shout the same order of marnitude as the relativa difference in peak serre values for those stoms and that obtained fcr the basic P.S.A.F. determination -- namely, on the order of from -1 foot to +3 feet. Based on a series of s'tecessive arproximtions of fetch, dapth, and effective everare wind speed the extrum significant wave hei;ht and period were found to be: P.!i.E. Hs (feet) Ts (saconds) HUR 7-97 (a) 0.6 7.1 HUa 7-97 (b) 11.7 8.2 g P.S. A.R. 9.9 7.7 (Oogarable values given in the basic P.S. A.R. are also shovn.) The effaetive depth of water at the toe of the plant site fill embankment for storm conditions (a) and (b) would be 10.h feet and lb.6 feet, .respectively, based on peak surce elevation, which would yield probable corresponding breakf nr vsve heights of 8.1 feet and 11.b feet. Uave heights of that order of necnitude in storms (a) and (b) would pre-s"mably reach the plant site fill ember.krent, break, and run up the a,benkrent slope. However, the lattar breaking wave height value (ll.h feet) is not considered applicable inaanuch as it represents an unaccentable combinatix. of extreme conditiens postulated in H'S 7-97 for stoimi ( b). It is therefore reconmended that a breaking 1 h Go 6 m

p wave height on the order of 9 feet, as derived in the P.S.A.R. analysis of June b,1967, be used in the wave runup and overtopping analysis. h. Extr-me Low Tide. As nreviously noted in the author's report of June 22, 1067 extreme low tide of -3.5 ft. MLW have been observed in the vicinity of the plant site during major hurricanes of record. In that report an extreme low tide of -b feet MLW was recomrended for the P.v.H. Detailed and exact computations of an extreme low tide condition to be expected along an open coastline are not possible because of the concomitant effects of breaking waves, navigation or discharge channels, and other lesser factors. At best, a rough approxination can be made, based larcely on past observed events and storm intensity. Using the latter as a measure of change in extreme low tide levels for alternative P.U.H. criteria -- the difference in intensity of the 3 storms noted above is on the order of from -10 to +18 percent. Applying those percentages to the P.S. A.R. extre-e low tide value of -h ft. "D! would result in extrer.e low tide values of -3.6 ft. "LW (-2.h ft. MSL) and -h.7 ft. MDi (-3.5 ft. wSL), respec-tively, for storms (a) and (b). Submitted b',f kub4/ Wh* Theodore E. Haeussner Hydraulic Engineer Consultant Jacksonville, Florida October 18, 1968 (')s 7 0249

O ATTACF 2':TS Exhibite 1 #- 2 ?.".F. 3nsic Information.

i:re 1.

....E. Overwater ',iind Profiles. Ficure 2. P...i!. Pressure & Pressure iffect Profiles. O 4 0 0250 1 l

O ~O O IASIC I.\\F JL ia T I GN d l S 14 t.L F t-C# ( W 8 nA TLR WI N9 PRESSURE (:h11a P A'lF I LE EFFECT PRE 550DE [. ? ie. 2 5 3.61 26.74

.5 13.d8 3.11 27.12 t.E IC2.17 2.72 27.25 c.C 114.25 2.33 27.67 l'.t

11. 8 4 1.34 28.70 Pr.(

72. 14 9.99 29.06 39.t

$ 1. 8 L 0.76 29.25 4c.C 54.07 0.62 29.38 SC.C 47.35 0.52 29.46 o'.C 92.14 0.45 29.52 F r.. C 33.5o 0.36 29.61 1 C C,. c 30.48 0.29 29.65 A.. a.s. se ' k = 9.1/d. mi. f* "f # $f/;4nk. np.p CD NeP

c',L L i ! PE/SURe" FwC.4 LIN2 0F F O< n SH U 4CTICA DIST. ,i ti c5 tij 143 175 215 235 205 295 325 355 2.3 u..- 19.s

c. o 3 v. 4 39.o 39.0 33.3 3T.5 37.0 36.d 37.0 3745 4.5 7s.'

74.( b.2 14.4 73.2 74.6 73.9 (3.1 (2.6 72.4 12.6 73.1 6.8 10.2.i tr2.9

12. 5 103.7 le3.5 102.9 172.2 10 1.4 130.9 100.7 10C.9 1C124

~>.N _r 11>.6 115.0 114.3 113.5 113.0 f 112.8i 113.0 113.5 9.0 114.; 115.C l l 3. 0 l115.4 i 1 91llh 19.0 91.0 Su.6 43.2 93.4 93.2 92.6 11.9 91.1 90.6 90.4 90.6 29.0 72.7 7 ?. 5

74. 0 74.2 74.0 73.5 72.7 T2.1 71.4 71.2 71.4 72 s c 39.C 64.t (2.c e 3.1 93.3 63.1 52.6 51.8 61.1 60.5 60.3 60.5 61 1

~ ~ 49 0 54.1 54.6 55.4 ~S S. 5' 55.4 54.8 54.1 53.3 52.8 52.6 52.8 5343 59.0 47.4 46.1 40.7 48.9 48.7 48.1 47.4 46.6 46.1 45.9 46.1 46 6 69.0 42.1 42.9 43.4 43.6 43.4 42 9 42.1 41.4 40.8 40.6 40.8 4144 99.0 32 0 34. 3 ~ 36.9 37.1 3 6 '. 9 ~T6.3 35.6 34.8 34.3 34.1 34.3 34.0 ~ 109.0 30.5 21.2

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O 1 I f i t I Appendix 2 Wind Speed Estimate for Low Tide Condition R.O. Eaton O l l l O .0262 l C I L B E R T 4 3 3 o g g 4 7 E S. I N C. l "~

1061) AOMinALS WAY TELapwows ase eeos POYOMAC. MARYLAND 20454 Anta CODE 30* MAILING ADDnass RICH ARD O. KATON P. E. noCMVI M RYLAND 20000 January 8, 1969 l Subiect: Florida Power Corporation Crystal River Site Minimum Tide Heights Mr. E. R. Hottenstein Project Manager Gilbert Associates, Inc. P. O. Box 1498 Reading, Pa. 19603

Dear Bob:

Pursuant to telephone conversation request from Mr. McLemore I am submitting the enclosed report relating to overland wind speed which would be necessary to create a water level three feet lower than previously predicted. (i.e. Plant Datum 89A) The probability of occurrence of this overland sustained wind speed (110 to 115 MPH) is extremely remote. In my opinion the values derived in the enclosed report are excessively conservative for the case involved. Our original report contains values regarded as being properly conservative. Sincerely yours, w/ Richard O. Eaton ROE:w Encl. Supplemental Report h}

O UI"D Sh'J:D iSTr".T;; TCR T! TIDi 02'D"IJN r! Fl.P.01 CA'UL Cc.YSTAL Rrle.R, FU. .!UO',2 'N R "rD CT SITE The foll vint infor.stion is s"bnitted in respense to n raccmst for en esti.cte of tr.o overland wind velocity in a severe hurri-cane required to lower tide levels in the plant bar;;e canal to datum elevation 79, or three feet lower than the er.treme low tide datum of 92. Conditions related to such an occurrence would require a severe hurricane, travelling on an overland path from the southeast across Florida, to pass into the culf of Mexico soutb of the plant site so that the peak sustained winds in the zone of maxi:num winds would be oriented in a direction parallel to the canel alinement. The barge canal extends some 8+ statute miles westward from the plent into the culf. The dimensions of the canal ( from Proposed DredCing and Fill Sheets 1 and 2 of Permit Application dated 2/lf/6h ) is 150-225 ft. bottom width, average depth 15 feet below 11W, and with spoil banks to elevation + 5 ft. MDI parallel to and flank-ing the canal excavation. Previous Extreme Low Tide elevation esti;-ates of - h ft,11W and - L.7 ft.11W were given in reports by the undersicned dated 6/22/67and10/18/68, respectively, based on alternative P.M.H. criteria. A further reduction of 3 feet in canel water level 0264

O at the plant site would require about an 8-foot total setdown below MLW in the canal. Estimates of setdown conditions in the canal were therefore made for various wind velocities with the following assumptions:

1) An initial tide elevation of -1.0 ft, ELW in the gulf at the westward end of the canal, where canal bottom elevations approximate natural gulf bottom elevations.

2) Some inflow to the canal would occur during the retdown condition from offshore waves moving into the area and from the Gulf Intracoastal Waterway, which will undoubtedly cross the canal at some point along its length. This latter flow to the canal would result from the difference in veter levels in both channels. This inflow will modify, to sore extent, the setdown effect of offshore winds on w ter levels in the canal.

3) Some "cheltering" effect of the adjacent land ass, shore-line vegetation, and the plant complex itself, uill ec:ur in the last mile or so of canal at shore, effectively reducinc wind stress on canal water levels in that reach.

Several successive anproximations were made with the above conditions for various wind intensitics. It is estimated that sustained hurricane wind speeds on the order of 110 mph at shore inc: unsing to 115 mph at the western end of the cann1 would be required to produce a resultant setdown slope of about 1-foot per mile in the canal and a total setdown elevation of about 8 feet below MLW ( approximatinE P ant datum 79 fees.). l Submitted by, h %~ Theodore E. Haeussner Hydraulic Engineer Consultant Jacksonville, Florida g January h, 1969 ~ 2

O I l Appendix 3 Detailed Report of Model Study R.G. Dean l I f I O e 0266 O j cita E a r a ssoca s tt s, ric.

O REPORT OF MODEL TESTS TO DETERMINE EXTREME RUNUP AT FLORIDA POWER CORPORATION CRYSTAL RIVER SITE i s 1 i Sponsored by: O: Gilbert Associates, Inc. Reading, Pennsylvania 4 4 4 Submitted by: Department of Coastal and Oceanographic Engineering Florida Engineering and Industrial Experiment Station University of Florida April, 1969 l 0 .026; l l L=-- .2

i r l i a a d I J'

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i 1 TABLE OF CONTENTS Page l SYNOPSIS.. 1 t INTRODUCTION. 3 i i j THE MODEL 3 l TESTING PROGRAM 4 RESULTS 6 l i l CONCLUSIONS-21 I FILM DOCUMENTATION.. 22 O i c i I i !~ l e e i 1 0268 I l t - - + - o- ---4-- w-.w.s..-.U-wi- .w--+,,m24..=-.-------,v,..-e--,--www--,... ww---%,.-4e-, -.., ~. - - - r.-

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l O REPORT OF MODEL TESTS TO DETERMINE EXTREME RUNUP AT FLORIDA POWER CORPORATION CRYSTAL RIVER SITE SYNOPSIS This report presents the results of model studies to determine the amount of wave runup and overtopping which could conceivably occur under the most adverse hurricane conditions in the area surrounding the planned Florida Power Corporation (FPC) nuclear power plant at Crystal River. The tide ranges tested in this study were prescribed by Gilbert Associates, Inc. (GAI) as being representative of those requiring con-sideration in the plant design. Wave heighas were selected to cause a , O maximum runup for each tidal range tested. The wave direction was chosen so as to cause maximum runup; therefore, a wave protection design based on the results of these tests would have a considerable factor of safety. The model was constructed of plywood,over a steel frame at the beach end of the main wave tank of the Department of Coastal and Oceano-graphic Engineering. The length scale was 1:18; the time scale was 1:4.24. Several model designs were tested. The designs were subjected to wave action with tide levels ranging from 104 to 120 ft. (prototype). (Note: the elevation datum employed in this report is Mean Low Water = + 88 ft.). Experimentation showed that over the tidal range tested, the maximum annup occurred for an approximate wave period of 5.4 seconds (prototype). Profiles of the designs tested are sketched on the following page, with significant results of each test shown: 0269

2 PROFILE TESTED RESULTS OF INTEREST I-35' 60' Tide Maximum '- 3 7. 5'- 9 Level Overtopping g' g. itz ,, g,5 a (ft.) Depth (in. ) w 118 88 l EL 600 gg y3 h I 112 8 ERCDABLE SOIL SVRFACE, PRIO R [ TO HEAVY WAVE ATT AC K { l_ 3 7, g'_ _ 39 - 60' Level Overtopping (ft.) Depth (in.) 120 40 EL98 EL800 114 7 ERODABLE SolL SURFAC E, PMIOR TO HEAVY WAVE A TT AC. K - 37*5 - - S c,,- 60 g Tide Maximum a i Level Overtopping EL fl8.5 % l (ft.) Depth (in.) \\ EL 110 118 66 EL95 114 6 W S Tt PFED SLO PE C, A F TC R Soll S U D FA C L. ERocEP AU TE PS NECESS AR Y TO E LIMIN AT E "h G E P EL 32 4 V b-37. 5'- - 35'- 60' Tide Maximum EDat Level Overtopping (f t.) Depth (in.) 120 40 i g L,en ELS5 110 7 ST E PPE.D SLOPE S, AFTE R SOIL SURFACE ERODED I STEPS CONTlHUE AgoVE 119.5 TO J STAIN ACTVAL RUNUP -- 4 2. 5'-- - 30'- 120 w

Tide, Elev. of PEAKS Level Max. Runup EL118.5 If**)

(f'*) E L 112 5 '~ 116 122.2 gg,,o EL 56.5 L AYOUT ** S, S ECT ION B, WIT H STEPPED SLOPES 112 117.1 Prototype Dimensions g

Tide Level at which Overtopping Started b

3 INTRODUCTION In September, 1968, Gilbert Associates, Inc. (GAI), engineering contractors for the nuclear power plant, commissioned the Department of Coastal and Oceanographic Engineering (COE) to conduct model studies of several proposed wave protection designs in order to determine the amount of wave runup and overtopping of the berm forming the base of the power plant. A similar study was conducted in September, 1967, by COE, and the results of that study were presented in a report to GAI in October, 1967. 'he rationale leading to the selection of a two-dimensional model with wave incidence normal to the sloping faces, as discussed in the previous report, was assumed to be still applicable. Selection of the test wave period was based on the estimated average wave period, stated as 7.7 seconds in the previous report. THE MODEL i The COE wave tank in which the model was located is 130 feet long by 4 feet deep by 6 feet wide. Since the previous model investigation, the tank has been divided into two parallel channels by a wall 4 inches thick along the centerline of the tank. One of the two channels is covered and has a large blower at one end so that wave tests with wind are possible. The other channel is open. An oscillating bulkhead at one end of the tank generates periodic waves into both sides of the tank simultaneously. The basic model was constructed of plywood over a steel frame. Surface sections were removable so that changing the model from one profile to another could be accomplished easily. The original model 0271

4 was located at the beach end of the covered side of the tank. The first two of the five profiles (see Figures 8, 9, 10) were tested on this model. The model was then disassembled, removed, and reconstructed on the spen side of the channel. The remaining three profiles were tested on the model in the open channel. This changeover was necessi-teced by the pressing schedule of another project which required wind tests. The model length scale (1 ) was prescribed by the vertical dimension 7 in the prototype requiring representation in the model and the working depth of the wave tank. The vertical dimension requiring representation (see Figure 9) was 124-(65) = 59 ft.; the working depth of the wave tank is about 3.75 ft. Therefore, the maximum possible length scale would have been g = 1:15.7 In order to allow for filming of tests through the glass sidewalls of the tank, the length scale was further reduced to 1:18. In wave models, gravity and inertia forces are predominant. Therefore, the Froude model law is valid, making the time scale equal to the squareroot of the length scale: t = [I = 1:4.24 r r The position of the model in the wave tank is shown in Figure 11. TESTING PROGRAM D Before any tests were conducted it was necessary to determine the most adverse test conditions, i.e., the combination of wave period and height, which caused the maximum runup over the tidal range of interest. O

5 This was done by experimentation. The wave period (prototype) was selected by first running tests at several tide levels with the estimated most frequent wave period (prototype), 7.7 seconds, and then varying the period in 10% intervals above and below the estimated most frequent value. The period with which the most runup occurred was 70% of the estimated most frequent period, or 5.4 seconds. The wave height was chosen by testing several wave generator amplitude settings at several tide levels with a period (prototype) of 5.4 seconds. The amplitude setting which resulted in the most runup produced waves in the 10-15 ft. (prototype) height range prior to breaking over the south bank (see Figure 11 for location of south bank). The testing procedures for each of the five model profiles were similar. Two tests of four minute duration were run at each of the nine tide levels of interest. Tide levels (prototype) tested ranged O from 104 ft. to 120 ft. in two foot intervals. Each test was begun from a still water condition so that the runup and wave height recorder pen zero positions and the tide level could be checked before each test. The checking was necessary due to a tendency of the recorder pens to drift from their zero positions and persistent leaks in the wave tank. Steady state conditions were reached almost immediately after the wave generator was started. Runup and wave heights were measured with resistance type wave height gauges. Calibration of these gauges was checked before each series of tests. See Figure 11 for location of these gauges. When the maximum berm elevation was 118.5 f t., no tests were run with a 120 ft. tide level. O f

6 ll) Ftve pro?xlec were tested, as shown in Figures 9 and 10. The.first represented the wcVe protection design covered with erodable topsoil, prior to being subjected to heavy wave action. The maximum elevation of: the design represented in the model was 118.5 ft., the elevation of the berm forming the base level of the power plant. The second profile was identical to the first, except that the 118.5 ft. maximum elevation was raised to 124 ft., representing a wave protection design higher than the base level of the plant. The third and fourth profiles tested featured stepped slopes, representing the same wave protection designs after the topsoil had been eroded by wave action, with maximum elevations of 118.5 f t. ard 124 ft., respectively. An additional test was run on the fourth profile. Steps were added above the 124 ft. elevation to determine the minimum llg elevation required to eliminate overtopping when the test tide level was a maximum, 120 ft. The fifth profile, tested with stepped slopes, represented a design similar to the first designs except that the intermediate berm elevations and lengths were changed slightly. Steps were continued above the 118.5 ft. base elevation, allowing no overtopping, so that actual runup peaks could be recorded. RESULTS Complete test results (in prototype units) for each of the five profiles are listed in Tables 1-5 and graphically presented in Figures 1-7. Values of maximum and median runup perks plotted are averages of the two tests run at each tide level. NX ^\\ llI 6

7 Profile 1.-Smooth slopes with maximum berm elevation 118.5 ft.: O U No overtopping occurred for tide levels ranging from 104 to 110 ft. Occasional overtopping started when the tide level was 112 ft., becoming continuous for tide levels from 114 to 118 ft. Maximum overtopping depth noted was 88 inches. Profile 2.-Smooth slopes with maximum berm elevation 124.0 f t. : No overtopping occurred for tide levels up to 112 f c. Slight over-topping pas recorded with a 114 ft. tide level. Continuous overtopping occurred for tides of 116 to 120 ft., with a maximum depth of 40 inches. Profile 3.-Stepped slopes with maximum berm elevation 118.5 ft.: No overtopping occurred for tide levels from 104 to 112 ft. Slight overtopping happened with a tide level of 114 f t., becoming continuous at tides of 116 and 118 ft. Maximum overtopping depth recorded was 66 inches. O Profile 4.-Stepped slopes with maximum berm elevation 124.0 ft.: Slight overtopping began when the tide level was 118 f t. At a 120 ft. tide, the maximum overtopping depth was 40 inches. In order to eliminate all overtopping (neglecting splash-up), it was necessary to increase the 124 ft. elevation with steps up to an elevation of 132.4 f t. Profile 5.-Stepped slopes, slightly different desian than previously tested (labeled Layout #3. Section B by GAI): Steps were continued above the base elevation of 118.5 f t. in order to prevent overtopping for this series of tests. Maximum runup peaks were slightly less for this profile than for others tested. l

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15 TABLE 1 - RUNUP AND OVERTOPPING FOR PROFILE 1 TESTS (Smooth Slopes, Maximum Elevation 118.5') Run No. Tide Elevation Elevation Depth Depth Median Level of Max of Median of Max of Median Wave Height

Runup Runup Over-Over-topping topping (ft)

(ft) (ft) (in) (in) (ft) 1 118 118.5 118.5 78 63 13.4 2 118 118.5 118.5 88 65 14.2 3 116 118.5 118.5 46 26 12.9 4 116 118.5 118.5 64 41 12.3 5 114 118.5 118.5 22 16 14.5 6 114 118.5 118.5 18 16 14.5 7 112 118.5 118.0 7 0 ' 14.0 8 112 118.5 118.0 8 0 14.0 () 9 110 117.5 115.5 0 0 11.8 10 110 116.7 115.5 0 0 11.8 11 108 115.0 113.5 0 0 11.8 12 108 114.3 113.5 0 0 12.0 13 106 112.4 111.2 0 0 10.5 14 106 112.3 111.2 0 0 10.6 15 104 108.8 107.7 0 0 12.4 16 104 109.0 107.7 0 0 12.4

Runup in Excess of 118.5' Shown as Ov.ertopping, Columns 5 & 6 See Figure 11 for Location of Wave Height Measurement 0283 c-1

16 TABLE 2 - RUNUP AND OVERTOPPING FOR PROFILE 2 TESTS (Smooth Slopes, Maximum Elevation 124') llg Run No. Tide Elevation Elevation Depth Depth Median Level of Max of Median of Max of Median Wave Runup Runup Over-Over-Height topping topping (ft) (ft) (f t) (in) (in) (f t) 17 120 124.0 124.0 40 30 15.1 18 120 124.0 124.0 38 30 15.0 19 118 124.0 124.0 26 20 14.6 20 118 124.0 124.0 25 20 14.6 21 116 124.0 124.0 16 10 15.1 22 116 124.0 124.0 17 10 15.3 23 114 124.0 123.4 9 0 15.7 24 114 124.0 123.4 7 0 15.6 lll 25 112 121.9 119.9 0 0 10.5 26 112 122.3 119.9 0 0 10.5 27 110 118.5 15.7 0 0 10.8 28 110 118.4 15.7 0 0 10.9

Runup in Excess of 124.0' Shown as Overtopping Columns 5 & 6 iSee Figure 11 for Location of Wave Height Measurement l

0284 0

17 -TABLE 3 - RUNUP AND OVERTOPPING FOR PROFILE 3 TESTS (Stepped Slopes, Maximum Elevation 118.5') Run No. Tide Elevatica Elevation Depth Depth Median Level of Max of Median of Max of Median Wave Runup Runup Over-Over-Height topping topping (ft) (ft) (ft) (in) (in) (ft) 29 118 118.5 118.5 66 45 13.4 30 118 118.5 118.5 56 45 13.4 31 116 118.5 118.5 25 20 12.9 32 116 118.5 118.5 31 21 12.9 33 114 118.5 118.5 8 1 12.6 34 114 118.5 118.4 6 0 12.6 35 112 117.8 116.4 0 0 13.1 36 112 117.3 116.3 0 0 13.0 C) 37 110 115.4 114.3 0 0 12.4 38 110 115.6 114.7 0 0 12.2 39 108 114.0 112.1 0 0 12.4 40 108 113.3 112.1 0 0 12.3 41 106 110.0 109.2 0 0 12.5 42 106 110.0 109.6 0 0 12.6 43 104 106.2 105.4 0 0 12.1 44 104 106.2 105.4 0 0 12.1

Runup in Excess of 118.5' Shown as overtopping, Columns 5 & 6 See Figure 11 for Location of Wave Height Measurement 0285

18 TABLE 4 - RUNUP AND OVERTOPPING FOR PROFILE 4 TESTS ll (Stepped Slopes, Maximum Elevation 124') Run No. Tide Elevation Elevation Depth Depth Median Level of Max of Median of Max of Median Wave 9 Runup Runup Over-Over-Height topping topping (ft) (ft) (ft) (in) (in) (ft) 45 120 124.0 124.0 40 31 16.2 46 120 124.0 124.0 40 30 16.2 47 118 124.0 124.0 11 3 15.4 48 118 124.0 124.0 7 0 14.5 49 116 122.8 121.8 0 0 14.8 50 116 122.9 121.8 0 0 14.8 51 114 120.1 118.6 0 0 14.8 52 114 119.5 118.6 0 0 15.0 9 53 112 117.9 116.6 0 0 14.5 54 112 117.6 116.6 0 0 14.8

Runup in Excess of 124.0' Shown as Overtopping, Columns 5 & 6 tSee Figure 11 for Location of Wave Height Measurement

\\D Ct c%> t> i O l l L

19 O +.s TABLE 5 - RUNUP FOR PROFILE 5 TESTS (Labeled Layout #3, Section B by GAI) Run No. Tide Elevation Elevation Median Level of Max of Median Wave 9 Runup Runup Height (ft) (ft) (ft) (ft) 55 118 124.2 123.1 12.2 t 56 118 123.8 123.1 12.2 57 116 122.1 121.0 11.6 58 116 122.2 121.0 11.6 59 114 119.8 119.1 12.9 60 114 119.5 118.9 12.9 61 112 117.1 116.1 11,9 62 112 116.1 115.1 11.2 63 110 114.4 113.3 10.5 64 110 113.9 113.0 11.0 See Figure 11 for Location of Wave Height Measurement Og =_.

^ 20 Although the study conducted in September, 1967 involved a wave ggg protection model of somewhat different design than those tested in the current study, it would perhaps be worthwhile to compare results of both investigations where possible. Two series of tests were conducted in the previous study, one over a smooth-sloped model, and the other over a stepped-sloped model. The tide level simulated in all tests was 109.4 ft. Tests were run with prototype periods of 6, 8, 10, and 12 seconds. The tests in the current study most similar to the afore-mentioned tests are those run over smooth and stepped slopes with tide levels of 110 ft. and periods of 5.4 seconds. A comparison of the results of these tests with those of the previous study (with a 6 second period) follows: Smooth Slopes Tide Level Period Maximum Wave Runup Elev. Height g (Proto.) (Proto.) (Proto.) (Proto.) Previous Tests 109.4 ft. 6 sec. 3.2 in. 6.3 ft. Overtopping i;ove 118.5 ft. El. Current Tests 110 ft. 5.4 sec. 118.5 ft. 11.8 ft. IStepped Slopes Tide Level Period Maximum Wave Runup Elev. Height (Proto.) (Proto.) (Proto.) (Proto.) Previous Tests 109.4 ft. 6 sec. 115.4 ft. 6.8 ft. (3),@ Current Tests 110.0 ft. 5.4 sec. 115.6 ft. 12.2 ft. 1st Design Current Tests 110.0 ft. 5.4 sec. 114.4 ft. 10.5 ft. Layout #3, lll Section B

21 () Maximum runup elevations resulting from the two test series are surprisingly similar, although the wave heights prior to breaking over the south bank differ considerably. Supplementary wave tank tests indi-cate enac for large wave heights, the increase in runup is small due to increasing wave height. A second relevant factor is that the present and previous model slopes differ, i.e.,1:2 and 1:3 respectively. Wave action over the several models was observed during tests in order to determine the area (s) of most intense breaking force. For tide levels in the 104-108 ft. range, relatively little breaking was noted past the south bank, where the waves broke heaviest. For higher tide levels, up to 120 ft., the most intense breaking occurred immediately prior to and on the intermediate berm between the two sloping faces of the model. With each two-foot increase in tide level, the area of () heaviest breaking moved slightly closer to the second sicping face, across the intermediate berm. This phenomena may be observed in the documentary films accompanying this report. CONCLUSIONS Substantial overtopping would occur under the most extreme storm tide conditions with each of the wave protection configurations tested. The extreme tidal elevations are not necessarily representative of design 4 tidal stages, but were tested for the sake of completeness. The design featuring stepped slopes up to a maximum elevation of 124 ft. would offer the most protection to the main plant elevation. The design labeled Layout #3, Section B would afford the most protection of any of the designs tested with a maximum elevation of 118.5 ft. O ogg9 u ., ~ _ -%.e ..p y m..-

22 O FILM DOCUMENTATION Representative tests of each design were filmed. Below is a list of those films: 1. smooth slopes,118.5 f t, max, elevation,114 f t. tide 2. smooth slopes,118.5 f t. max. elevation,106 f t. tide 3. smooth slopes,124.0 f t. max. elevation,120 f t. tide 4. smooth slopes,124.0 f t. max. elevation,110 f t. tide 5. steeped slopes,118.5 f t. max. elevation,118 f t. tide 6. stepped slopes, 118.5 ft, max. elevation, 112 ft. tide 7. stepped slopes, 124.0 f::. max. elevation, 120 ft. tide 8. stepped slopes, 124.0 ft. max. elevation, 112 ft. tide 9. stepped slopes, 132.4 ft. max. elevation, 120 ft. tide (minimum elevation necessary for no overtopping) h 10. layout #3, Section B, stepped slopes, 114 ft. tide Oi 0290

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r 1 i l. l O! 'l i s ATTACHMENT TO REPORT OF MCDEL TESTS TO DETERMINE EXTREME RUNUP AT FLORIPf POWER CORPORATION ';R} STAL RIVER SITE i a f i i f O! J f i i 1 1 i I i .{ Submitted by: Department of Coastal and Oceanographic Engineering ^ Florida Engineering and Industrial Experiment Station . University of Florida April, 1969 i 1 r Oi 0296 ,i I j. c i t s m a r a s.ic u r u. r i c. j '.

m J' COLLEGE UNIVERSITY OF FLORIDA f. g, O' sd.,. E-i;- gal 1 'nVIL.L.I'. 8 L Oft lLp A 12f,0 8 A, A <-. s. -....: >.. - sma,sess,se . ( E t t ' 1 / *. A))!. (,g ) A ));)r,[ A f et t i IJ r. I? a + f isi!!:e til 8' Ais 1 Mt 1. T 4

1. N / n ?4 /4 i,3. ucos ',,. a a: n May 21, 1969 L A I

.'H A I OD V t / T, /941 i Mr. Joel L. Caves Gilbert Associates, Incorporated P. O. Box 1498 i Reading, Pennsylvania 19603

Dear Mr. Caves:

Enclosed you will find the results of the additional wave runup' tests whic.h you requested on Gilbert Associates, Incorporated's Layout 3, Section B of the Crystal River model. O Films of tests on smooth and stepped slopes with still water levels of 112.6 feet will be sent shortly. Sincerely, AB Peter Bush Graduate Assistant PB: sui E nclosure 4 Y 7 029/ [ I t L *l.

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RUNUP FOR LAYOUT 3, SECTION B SM00Til SLOPES TIDE ELEVATION ELEVATION MEDIMI WAVE RUN LEVEL OF MAX. RUNUP OF MEDIAN RUNUP llEIGHT NO. (ft.) (f t.) (ft.) (ft.) 1 118.0 127.2, 126.0 15.0 2 118.0 127.0 126.0 15.0 3 116.0 125.4' 124.0 14.5 t ::5

4 116.0 125.4/

124.0 14.5 5 114.0 122.0 121.0 13.8 ,j,,g 6 114.0 122.7) 121.0 13.8 121.5{ 7 112.6 119.4 13.8 8 112.6 120.6) ~ 119.4 13.8 9 112.0 120.6' - 118.7' 13.8 119. 9 ;{. %* *> 118.5.kt;P4 10 112.0 13.8 11 110.0 116.4',,g 115.6 12.0 12 110.0 116.5-115.6 12.0 w RUNUP FOR LAYOUT 3, SECTION D STEPPED SLOPES TIDE ELEVATION ELEVATION MEDIAN WAVE RUN LEVEL OF MA.X. RUNUP OF MEDIAN RUNUP IIEIGHT NO. (ft.) (ft.) (ft.) (ft.) 1 112.6 117.8 117.1 13.7 2 112.6 117.8 117.1 13.7 Note: Smooth and stepped slopes continued above 118.5 feet elevation to obtain actual runup peaks. L)> /* 0290 i

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