CVEN9640: Coastal Engineering - Australian National Optimist Sailing Championships - Engineering Assessment Answer

Code: CVEN9640

Coastal Engineering Assessment Answer

Assignment Task: CVEN9640 The Australian National Optimist Sailing Championships are to be hosted during the summer of 2020 at Eildon Dam, located between the regional towns of Mansfield and Eildon within Eildon National Park, in the Alpine region of the state of Victoria. It has been decided that an offshore breakwater parallel to the shore is to be constructed to provide temporary refuge for spectator craft. Preliminary studies have been completed. Results of wave refraction analysis show that waves from all directions will attack this temporary structure with wave crests parallel to its longitudinal axis. A wave hindcast study for the site indicates the following storm wave exceedance conditions: • Hs = 0.3 m, Tp = 3s for ‘normal’ conditions exceeded once per week • Hs = 0.9 m, Tp = 5s for the ‘moderate’ storm event exceeded once per year • Hs = 1.5m, Tp = 7.5s for the ‘large’ event exceeded once per 5 years In designing the breakwater it has been agreed by the Championship organisers that wave conditions up to the severity of the once per 5-year storm should be adopted. The slope of the lake bed at the site is ~1:15. The minimum required water depth on the landward side of the is 2.1m and because the water level in the dam is controlled it can be assumed constant. Q1. If the maximum combined storm surge/wave setup at the site for the once per 5-year storm event is 0.1m, what wave height and period would you adopt for breakwater design using the Hudson formula? CVEN9640 (Hint: use the figure provided below to calculate the maximum breaking wave that can interact with the structure, and discuss in relation to the once per 5 year hindcast conditions.) Q2. Use the Hudson formula to design the breakwater assuming constant depth over full length (but not necessarily the width). Clearly explain all design assumptions/decisions including those specifically related to: CVEN9640 (a) Primary Armour (d) crest width (b) Underlayers (e) construction method (c) crest level Provide two alternative designs (including cross section drawings) for: (A) Quarry Stone, and either: (B1) Dolos armour units, or (B2) Tetrapod armour units, or (B3) Tribar armour units (refer handout: ‘Student Allocation of Alternative Designs.pdf’) Q3. (a) Is the design wave anticipated to plunge or surge up the front face of the Quarry Stone structure you have designed? CVEN9640 (b) Assume once per year storm durations of 10 hrs, 18 hours and 22 hrs. Using the approach of Van der Meer, present revised Primary Armour (Quarry Stone) designs for the two cases of: (1) no damage; and (2) estimate the smallest rock sizes that can be used for Primary Armour if some degree of breakwater damage (but not a failure!) can be tolerated at this site. [assume an impermeable core]. Q4. Compare the cost (per linear m) of the two alternative armored breakwaters in Q2, using the following unit costs [All costs are for materials supplied and placed, per linear m]: CVEN9640 (i) Core material and underlayer stone $45/tonne (ii) Quarry Armour stone $75/tonne (iii) Concrete Tetrapods or Dolos $150/tonne (iv) Concrete Tribars (pattern placed) $130/tonne

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