NOTE: This formula is not for multiple layer soils. Wtoe = 136 kg hb = 4.7 m (below SWL) toe height = 0.8 m Bt = 4 mĪssume slope is 1:2 base length = Bt + 2(SWL-hb)cot α = 4 + 2×0.8×2 = 7.2 mĪssume trapezoidal V/L = (SWL-hb)(Bt + base) = 0.8(4 + 7.2) = 9 m3/mīearing Capacity Evaluate the ultimate bearing capacity, qu, for each level (very conservative, but simple)įor saturated, submerged soils strip foundations: γγ γ′++=++= BN5.0qNcNqqqq qcqcu This is not on the chart Ns3 ~ 60 keep previous calculation Stones wide: 2H = 4 m, 0.4h = 0.4×5.5 = 2.2 m (use lower water level)Īssume height of toe = 1.4 m (guess) hb = 5.5 – 1.4 = 4.1 m (use lower water level) Toe Design: Toe Berm Width (Bt) should be the maximum of Bt = 2H or Bt = 0.4h, and at least 3 Volume per unit length of breakwater referring to diagram: h = 9.2 m – tarmor – tul1 – tul2 = 9.2 – 1.4 – 0.7 – 0.24 = 5.9 m H = hul2 = 6.1 m, T = tul2 = 0.24 A = aul2 = 1.1 m cot α = 2 Volume per unit length of breakwater referring to diagram: h = 9.2 m – tarmor – tul1 = 9.2 – 1.4 – 0.7 = 6.1 m t = tul2 = 0.24 m, T = tul1 = 0.7 A = aul1 = 1.4 m, cot α = 2 Under-layer unit weight = W/20 of the layer above W/200 of armor W200 = 0.75 t/200 = 0.004 t × 1000 = 4 kg next larger available size is 4.5 kg Second Under-Layer minimum two stone thick (n = 2) Volume per unit length of breakwater referring to diagram: h = 9.2 m – tarmor = 9.2 – 1.4 = 7.8 m t = tul1 = 0.7 m, T = tarmor = 1.4 A = Bcrest = 2 m, cot α = 2 Under-layer unit weight = W/10 since cover layer and first underlayer are both stone W10 = 0.77 t/10 = 0.077 t × 1000 = 77 kg next larger available size is 90.7 kg Must check to ensure the W/wcore ≤ 15-25 is met once the core over-layer is known.ĭiagram for Volume calculations (quarry stone is sold by unit weight & total volume)įirst Under-Layer minimum two stone thick (n = 2) If some other size is readily available, that might be the goal. Roughly, this gives a size of ~W/4000 for the core The goal to reduce the size of the stone to at point where W/wcore ≤ 15-25, where W is the stone in the layer covering the core. Table VI-5-50 gives rock sizes: W ~ 0.77 t Non-breaking waves, 0-5% damage, random placement: KD = 4 No set-down no crown, hc = R total settlement = 0.1 m (adjust later)Īssume Armor unit is rough quarry stone, 2 layers, no overtopping Table VI-5-22 applies Settlement: must be determined later assume ρtotal = 0.1 m ρtotal = 0.1 mĭesign elevation = DHW + η + R + ρtotal = 7.2 + 0 + 2 + 0.1 = 9.3 m h + R = 9.3 m Run-up based on surf zone parameter at the structure, using CEM equation VI-5-13 Coefficients from VI-5-5: 2% run-up A = 0.96, B = 1.17, C = 0.46, D = 1.97 Set-up: waves are not breaking per the previous calc no set-up NOTE: there will be a set-down, but this will be neglected and considered an added factor of safety unless required to reduce the structure size Set BW Dimensions (controlled by height & slope):
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