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Smartest Report on Design of Basic Flood Barrier Prepared For: Project Officer European Commission DRAFT May 2012

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Smartest Report on Design of Basic Flood Barrier Prepared For: Project Officer European Commission DRAFT May 2012 SMARTeST Report on Design of Basic Flood Barrier Prepared for: Project Officer European Commission DRAFT May 2012 D… Flood Barrier Design Prepared by Name Cyprus Partner, under co-ordination of Antonis Toumazis, Position Cyprus Partner Signature D3.2 FReS design List of content 1 Introduction ________________________________________________________________ 4 2 The structure _______________________________________________________________ 5 3 River and Rainwater Floods ____________________________________________________ 7 3.1 Problem Definition ______________________________________________________________ 7 3.2 Hydrostatic Loading _____________________________________________________________ 7 3.3 Wind Loading __________________________________________________________________ 8 3.4 Wave Loading __________________________________________________________________ 8 3.5 Debris Impact Loading ___________________________________________________________ 9 3.6 Hydrodynamic Loading __________________________________________________________11 4 Coastal and Wave Overtopping Floods __________________________________________ 12 4.1 Problem Definition _____________________________________________________________12 4.2 Broken wave __________________________________________________________________12 5 Stress Analysis _____________________________________________________________ 14 5.1 Load Path ____________________________________________________________________14 5.2 Secondary members ____________________________________________________________14 6 Loading Combinations _______________________________________________________ 15 7 Design Tool ________________________________________________________________ 16 7.1 Bending Moments, Shear Forces __________________________________________________16 8 Examples _________________________________________________________________ 17 8.1 River / rainwater flood case ______________________________________________________17 8.2 Coastal/ Wave Overtopping flood case _____________________________________________20 9 Prototype Barrier ___________________________________________________________ 25 9.1 Development stages ____________________________________________________________25 D3.2 FReS design 4 1 Introduction During the case study for coastal flooding in Paphos Sea front area it was found that there are cases in which the requirements for flood barriers are very specific and most demanding. Potential clients and licensing authorities were raising genuine questions concerning the environment, the appearance, the traffic loading, the wave loading, the obstruction of utilities etc. There are numerous products in the market which are suitable for many applications. In cases like Paphos barrier manufacturers were prepared to listen to the project requirements and provide solutions. In order to improve the road-to-market for flood resilience technology a design tool was developed which enables consultants to design flood barriers specific to particular project requirements and derive the dimensions of the structural components. Consultants and Employers together will have the option to select non-structural components, deployment parts and water-tightness seals, depending on the flood resilience system adopted. Suppliers will be encouraged to produce innovative components, parts, seals. Contactors will be enabled to assemble and build the barriers using conventional contracts for firm designs. Figure 1-1. Flood Barrier. During normal conditions (left), During flood conditions (right) D3.2 FReS design 5 2 The structure The analysis model for the proposed barrier include s three (3) typical support conditions (figure 2-1): Hbarrier Hbarrier Hbarrier Hflood Hflood Hflood Pin - Pin Cantilever Fixed- Pin Figure 2-1. Typical barrier support arrangements (a) Pin-pin (restraint in movement at base, reaction with some flexibility to move horizontally at top) (b) Cantilever (fixed support at base, free at top) (c) Fixed-pin (fixed support at base, reaction with some flexibility to move horizontally at top) D3.2 FReS design 6 It consists from the parts as shown below : Figure 2-2. Barrier parts D3.2 FReS design 7 3 River and Rainwater Floods 3.1 Problem Definition A typical barrier arrangement is shown in figure 3-1. The barrier is raised a distance Hbarrier above pavement level. The design flood level is a distance Hflood above pavement level. The loading acting on the mounted barrier is: 1. Hydrostatic and hydrodynamic loading 2. Short surface gravity waves with a wavelength L and wave height H s, approaching at an angle β to the barrier 3. Debris impact loading, the debris having a mass m and a velocity u, at an angle δ 4. Wind loading on the barrier surface above the flood level u Barrier Hs, L Debris m u m Hbarrier Hflood Debris ä â Figure 3-1. Problem Definition Cross section (left), Plan (right) 3.2 Hydrostatic Loading The hydrostatic loading has a triangular distribution, starting at the flood level and increasing to the maximum pressure at the toe of the barrier. (figure 3-2) The maximum hydrostatic, P hydrost, pressure is equal to: Phydrost = ρ g H flood (eqn 3-2.1) D3.2 FReS design 8 Hflood P Hydrost Figure 3-2. Hydrostatic pressure Distribution 3.3 Wind Loading The barrier surface above the still (flood) water level is exposed to the wind loading. The pressure acting on the exposed surface is equal to: 2 Pwind = 0.5 ρair Vwind (eqn 3-3.1) PWind Hbarrier Hflood Figure 3-3. Wind pressure Distribution 3.4 Wave Loading Short period gravity surface waves may be generated in the flooded area due to wind or other disturbances. The wave loading may be expressed as pressure distribution along the whole length of the wetted barrier height, i.e up to elevation η* above still (flood) water level. The wave induced pressure distribution may be derived using Goda (1974) equations. D3.2 FReS design 9 p1=Pressure at crest of barrier p2=Pressure at flood level p3=Pressure at bottom support = ĕĔĥĥĜĘĥ ͯ ęğĢĢė for dz > else = (eqn 3-4.1) ͤͦ ʠ1 Ǝ Vdz ʡ ͤͥ ͂--$ - Ǝ ͂!'** ͤͦ 0 p1= ͦ (eqn 3-4.2) 0.5 ʚ1 ƍ ͗ͣͧ ʛʚ ͥ ƍ ͦ ͗ͣͧ ʛ 2 ͛ ͂ . p3=α3 p1 (eqn 3-4.3) dz (eqn 3-4.4) Ɣ 0.75 ʚ1 ƍ ͗ͣͧ ʛ͂ . xŗāęğĢĢė = ą ͦ (eqn 3-4.5) ͥ 0,6 ƍ 0,5 ʞ ʟ .$)#ʚͨ_ ęğĢĢė / ʛ (eqn 3-4.6) ͦ Ɣ 0 ͥ (eqn 3-4.7) ͕ͧ Ɣ vŗāęğĢĢė *.#ƴ ą Ƹ Where is the maximum wave height in front of the barrier = 1.8 H s (where H s is the significant ͂ . wave height) P * 2 η P1 Hbarrier Hflood P3 Figure 3-4. Wave induced pressure loading 3.5 Debris Impact Loading An accidental load that may be the critical one is debris impact loading. 3.5.1 Hard impact D3.2 FReS design 10 The force induced in case of hard impact by a mass m hitting the barrier with a velocity u at an angle δ is given by equation 3-5.1. (Annex C of Eurocode 1part 7 (EN 1991-1-7:2003). 1/2 Fdebris =u·cos δ·(m·k) (eqn 3-5.1) Where k is the equivalent elastic rigidity of debris k= E·A / L (eqn 3-5.2) m is the mass of debris m= ρ·A·L The shape of the force due to impact can be assumed as rectangular pulse of duration ∆Τ = (m/k) 1/2 thus F ·∆Τ = m·v. 3.5.2 Soft impact In case where the structure is assumed elastic and the colliding object rigid, the above formulae still apply, with k being the stiffness of the structure. If the structure is designed to absorb the impact energy by plastic deformations then it must be ensured that its ductility is sufficient to absorb the total kinetic energy 2 ½ m v r of the colliding object. 3.5.3 Rigid-plastic response In the limit case of rigid-plastic response of the structure, the above requirement is satisfied if 2 ½·m·vr ≤ F 0·y0 Where F0 is the plastic strength of the structure y0 is its defomation capacity 3.5.4 Impact force by FEMA Another equation recommended by FEMA Technical Bulletin 3-93, Non-Residential Floodproofing – Requirement and Certification for Buildings Located in Special Flood Hazard Areas in accordance with the National Flood Insurance Program is equation 2-4.3. Fi= W V / (gt) (eqn 3-5.3) Where Fi is the impact force W is the weight of the object (1000 pounds but can be reduced to 500 pounds for areas subject to minor debris flow potential. V is the velocity of the object g is the acceleration of gravity t is the duration of impact. t= 1 second in this equation Both equations are equivalent. The impact force increases with the debris mass and the debris velocity. The more flexible the barrier, the longer the duration of impact, the smaller the impact force (for the same debris mass and velocity). D3.2 FReS design 11 Equation 3-5.1 allows the user to optimise the barrier rigidity/ stiffness and thus reduce the impact force. The more the flexibility the less the rigidity, the less the force but the larger the displacements. 3.6 Hydrodynamic Loading This is the force exerted on vertical surfaces exposed to moving floodwaters. It has a triangular distribution starting with maximum value at the top of the flood and decreasing to zero at the toe of the barrier. The determination of hydrodynamic force is based on the expected velocity of the floodwaters with depths to the floodproofing design level and the shape of structure.(EN 1991-1-7:2005) 2 Fwa =0.5 k ρwa h b u (eqn 3-6.1) Where k is the shape factor (1.44 for rectangular horizontal cross section ,0.70 for circular horizontal cross section) h is the water depth b is the width of the object ρwa is the density of water u is the mean velocity of water Figure 3-5. Pressure and force due to currents D3.2 FReS design 12 4 Coastal and Wave Overtopping Floods 4.1 Problem Definition A typical barrier along the sea front is shown in figure 4-1. In such cases the design wave conditions are depth limited. The waves that overtop the sea front and impinge on the barrier are usually broken waves. The barrier is raised a distance H barrier above pavement level. The wave crest level, or the flood level, is at distance H flood above pavement level. FLOOD LEVEL Hbarrier Hflood NORMAL WATER LEVEL d Figure 4-1. Vertical Cross-section – Coastal/ Wave overtopping Flood Barrier The loading acting on the mounted barrier is: 1.
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