Example Problem II-8-2 (Continued)

Lower Limit of Class Interval Shown, All Heights are Normalized by

Half the Diurnal Range 1.274 m

[Extracted from Table B-37b (Harris 1981)]

High Water

Lower Limit

Cumulative

1.4547

.0001

.0001

.

.

.

.

.

.

1.1018

.0110

.0989

1.0877

.0105

.1094

.

.

.

.

.

.

0.9183

0.0206

0.2891

0.9043

0.0229

0.3120

.

.

.

.

.

.

0.7771

0.0213

0.4919

0.7630

0.0187

0.5106

.

.

.

.

.

.

0.6218

0.0185

0.6923

0.6077

0.0156

0.7079

.

.

.

.

.

.

0.4101

0.0077

0.8896

0.3960

0.0108

0.9004

A value of *N *= 5, corresponding to probability increments of 0.2, was used for this problem. The mid-

probabilities are 0.1, 0.3, 0.5, 0.7, and 0.9. High tide levels matching these probabilities, determined from Figure

II-8-24, are in Table II-8-14. The probability of the most severe surge/wave event is the reciprocal of the number

of possible measurements (at 6-hr intervals or 4 observations per day) during 17 years:

1

' 0.000040

( 4/*day *) ( 365 *days*/*yr *) ( 17 *yr *)

Similarly, the probability corresponding to the design life of 25 years is:

1

' 0.000027

( 4/*day *) ( 365 *days*/*yr *) ( 25 *yr *)

Example Problem II-8-2 (Sheet 8 of 21)

II-8-42

Hydrodynamic Analysis and Design Conditions

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