Riprap Stability Model Tests

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Riprap Stability Model Tests by John P. Ahrens and Karen P. Zirkle

-I. Introduction and Background

11. Test Setup and Conditions 111. Presentation of Data

IV. Results V. Conclusions

Appendices

1. Definition of Terms

2. Photographs of Model Dike Section 3. Model Riprap Stone Analysis

4.

_Tables _{of Expected Percent Damage for Armor} _{Stone with Unit Weights} of 150 lbs/ft3, 159 lbs/ft3, and 170 lbs/ft3

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I .. Introduction and Background

From January through April 1982, a series of model tests of riprap stability were conducted at the U.S. Army Coastal Engineering Research Center CCERC)

-for the U.S. Army Corps of Engineer District, Jacksonville (SAJ). The purpose of this study was to aid SAJ in selecting the optimum de~ign for revetment protection of the Herbert Hoover Dike, located along the southeast shore of Lake Okeechobee, FL. Current plans of the South Florida Water

Management District are to increase the water levels in the lake to approximately five feet above the fall of 1981 levels. Higher lake levels will submerge

the existing revetment and expose the dike to wave attack. Additional protection will be required to prevent wave damage to the dike.

The test structure consisted of a section of dike and revetment. The model riprap stone was quarried in the Lake Okeechobee area. To estimate riprap

stability at various lake levels, several water levels were tested in the model. For the purpose of this report, all information will be in prototype, English units rather than model units, unless otherwise stated.

11. Test Setup and Conditions

The model tests were conducted in a 2 ft wide channe1 within CERC's 4 ft deep X 15 ft wide X 150 ft long wave tank. A plan view of the tank is shown in Figure 1. The dike section was constructed of roughened plywood with a riprap revetment set into the 1 on 4 face of the dike and fronted with a 1 on

12 concrete slope, as shown in Figure 2. The structure was built with the toe of the dike 99.9 ft from the wave generator b1ade. Af ter thirteen tests were completed, SAJ personnel considered that revetment costs could be reduced by

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't

regrading the existing 1 on 4 slope to a 1 on 3 slope. This modification was made 1n the model by excavating the 1 on 4 slope between elevation 9.0 ft and 20.4 ft and building a berm at elevation 24.6 ft, as shown in Figure 3L. The model riprap revetment was then constructed to have the required 1 on 3

slope. This setup was used for the remaining tests. Appendix 2 contains photographs of the struct~re at different construction stages for the two

slopes.

The model was constructed at a 1:16 (model:prototype) Froude scale. The influence of scale effects on the riprap stability was considered to be minimal at this large of a sca1e. To further reduce possib1e sca1e effects, the stone se1ected for the model filter 1ayer was sornewhat larger than required for

exact scalingof prototype filter characteristics. The use of this fil·ter stone established the proper flow regime in the model filter 1ayer when the revetment was under wave attack, Broderick and Ahrens (1982).

The filter c;toneused for the model tests was b1uestone gravel with a median prototype size of 10.3 inches. The riprap stone used for the model was mar1ne 1imestone sÜDilar to the type of stone quarried near Lake Okeechobee.

3

The average unit weight of this stone, w , was 159 Ibs/ft. A photograph

r

of typica1 stones and the stone ana1ysis are contained in Appendix 3. The median weight of the armor stone, W50' was used to characterize the size

of the armor. The range of armQr stone sizes was from one-third of W59 to twice W50' giving a range of sizes typica1 of that common1y used in riprap gradations. A representative sample of armor stone was weigheà periodica11y to document the gradation. Two different thicknesses of armor were tested in the model. Most tests were conducted with an armor layer approximate1y one and one-ha1f. median stones thick, but five tests had an armor 1ayer on1y about one median

stone thick.

(6)

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Waves were generated for two still water elevations, 17.5 ft and 15.0 ft mean sea level. For the 17.5 ft elevation (12.5 ft of water at the toe of

the dike), the significant wave height, H , ranged from 1.6 to 6.1 ft with~ s

period of peak energy density, T , of 5.8 seconds. For the 15.0 ft elevation p

(10.0 ft of water at the toe of the dike), H ranged from 1.5 to 5.6 ft with s

a T of 5.8 seconds. Wave.heights and periods were measured using three

p

parallel wire resistance wave gages. The gages were located just offshore

from the toe of the dike, as shown in Figure 4. The most severe wave condition

at each water depth produced the maximum possible significant wave height for

that depth, based on the depth limited wave spectrum discussed by vincent

(1981). The period of peak energy density, T , is commonly used to characterize

p

the wave period for wave spectra. _T _{is defined by Goda} _{(1975) as}_:

p

T = 1.05T

P s

with T being the significant wave period. The va]ue for T was taken from the

s s

shallow water Wa\è generation curves for a wind speed of about 100.miles

per hour and a fetch of 25 miles (Cóastal Engineering Technical Note 1-6, 1981),

assumed to be the worst storm conditions in Lake Okeechobee. Each test consisted

of two laboratory hours of wave generation, totaling approximately 4000 waves

per test. This simulated approximately eight hours field time.

To replicate a range of wave heights, from boat wake to storm waves, the

gain of the signal sent to the wave generator was varied. The gain could be

adjusted from a low of 0.0, or no signal being transmitted to the generator, to a high of 1.0, or full s i.gna l , When the gain was set at 0.4, for example, the generator was receiving 40% of the full signal possible. The ga1n settings used

for these tests were 0.2, 0.3, 0.4, 0.6, 0.8, and 1.O. In Figures 5 and 6, the typical cumulative wave height distributions were plotted with the Rayleigh

Riprap Stability Model Tests

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