Design tools for marine structures.
Marine loading
Piers and jetties
- Pile-supported deck To be developed
Breakwaters
- Rubble mound To be developed
- Armour units To be developed
Quay walls
Berthing Force
Method: Kinetic energy method Ec = ½·M·V²·CE·CM·CS·CC (PIANC 2002 / BS 6349-4:2014); Brolsma berthing velocities; fender performance with tolerance, velocity, temperature and angle factors.
Vessel PIANC WG 235 ship data or user defined
Berthing energy
Fender
Mooring Forces
Method: OCIMF-type drag coefficients for wind and current; vessel as a rigid body on tension-only line springs and compression-only fenders, all directions.
Vessel PIANC WG 235 ship data or user defined
Wind and current
Berth and line properties
Line layout x from midships (+ forward) · s = setback from the ship side
Wave Load on Piles Morison equation · BS 6349-1-2 / DNVGL-RP-C205
Method: Morison equation with linear (Airy) or Stokes 2nd-order kinematics, Wheeler stretching; Cd and Cm given or from DNVGL-RP-C205; current to BS 6349-1-2.
| Hs = | m | ||
| H = | m | ||
| T = | s | ||
| zw = | mCD | ||
| zb = | mCD | ||
| d = | m | ||
| Uc = | m/s | ||
| CD,c = | |||
| ρw = | t/m³ | ||
| D = | m | ||
| tmg = | mm | ||
| De = | m | ||
| zt = | mCD | ||
| k = | mm | ||
| CD = | |||
| CM = | |||
| n = | no. | ||
| s = | m | ||
Blockwork Quay Wall gravity wall of stacked concrete blocks · stability of every course
Method: Free body above each joint with a virtual back plane; Rankine active earth pressure, surcharge, tidal-lag water pressure with joint uplift and bollard pull; EN 1997-1 DA1 or factors of safety; foundation bearing to Annex D with the load spread through the rubble.
Levels, water and loads levels in m (e.g. mCD) · sea in front (left), fill behind (right)
Block courses from the bottom up · the top course is normally the cope · front set-back from the front face of the bottom block
Backfill from the cope level down · the last layer continues to the base
Interfaces, bedding and foundation Rankine active earth pressure on a vertical plane through the rear of each joint
| Combination | γG | γQ | γφ′ | γc′ | γcu |
|---|---|---|---|---|---|
| EC7-DA1-C1 | |||||
| EC7-DA1-C2 |
γG on the earth pressure and on the excess (tidal-lag) water pressure and uplift; γQ on the surcharge and the bollard pull; self-weights unfactored (favourable); γφ′ divides tan φ′, tan δ and μ. ODF ≥ 1.0 required.
Wave Load on Walls
Method: Goda (2000) pressures with the Takahashi impulsive coefficient; uplift, sliding and overturning.
Design wave Goda (2000) · Takahashi impulsive coefficient
Wall and seabed from still water level (SWL)
Tools on this page
- Berthing energy and fender selection – PIANC / BS 6349-4
- Design berthing energy, fender reaction and hull pressure for a vessel berthing on a quay or dolphin. Method: Kinetic energy method Ec = ½·M·V²·CE·CM·CS·CC (PIANC 2002 / BS 6349-4:2014); Brolsma berthing velocities; fender performance with tolerance, velocity, temperature and angle factors.
- Wave load on piles – Morison equation
- Wave and current force and overturning moment on a vertical pile. Method: Morison equation with linear (Airy) or Stokes 2nd-order kinematics, Wheeler stretching; Cd and Cm given or from DNVGL-RP-C205; current to BS 6349-1-2.
- Mooring forces – quasi-static
- Line and fender forces of a moored vessel under wind and current. Method: OCIMF-type drag coefficients for wind and current; vessel as a rigid body on tension-only line springs and compression-only fenders, all directions.
- Gravity blockwork quay wall – stability of every block course
- Sliding, overturning, resultant position and edge pressure at every joint of a stacked concrete block quay wall, bearing on the rubble bedding and the foundation soil. Method: Free body above each joint with a virtual back plane; Rankine active earth pressure, surcharge, tidal-lag water pressure with joint uplift and bollard pull; EN 1997-1 DA1 or factors of safety; foundation bearing to Annex D with the load spread through the rubble.
- Wave load on vertical walls – Goda
- Wave pressure, uplift and stability of a vertical breakwater or caisson. Method: Goda (2000) pressures with the Takahashi impulsive coefficient; uplift, sliding and overturning.