This manual is the result of group work and origins in Dutch lecture notes that have been used since long time. Amongst the employees of the Hydraulic Engineering Department that contributed to this work are dr.ir. S. van Baars, ir.K.G.Bezuijen, ir.G.P.Bourguignon, prof.ir.A.Glerum, dr.ir.P.A.Kolkman, ir. H.K.T. Kuijper, ir. H.G. Voortman and prof.drs.ir. J.K. Vrijling. The latest years, this manual has been clarified, revised and expanded by ir. W.F. Molenaar and ing. M.Z. Voorendt. We have received much feedback from students and got good input from our student-assistants, which is highly appreciated and has been taken taken into account for this new edition. In the 2016 edition, some minor corrections were made throughout the Manual, most noticeably the equation for the spring stiffness of a combined system in Section 29.2. Section 11.1 has been updated with more generic weir discharge equations. Furthermore, serviceability requirements have been added to the chapter on wave-overtopping (Chapter 17) and the Blum theory for laterally loaded piles has been better explained in Chapter 44. The largest change is the addition of Chapter 49, about the determination of the height of flood defences
Correction to: Scientific Reports https://doi.org/10.1038/s41598-021-01221-6, published online 25 November 2021The original version of this Article contained errors in the author list where Marjolein D. Bosch was omitted from the author list, and Mikołaj Urbanowski was incorrectly listed as an author of the original Article, and has subsequently been removed.The Author contributions section now reads:“S.T. W.N. and A.N. conceived the project; S.T., W.N., A.P., M.B., S.C., M.D., H.F., A.M., M.D. B., D.P., M.P.R., C.M.R., V.S-M., G.M.S., P.S., M.S., K.S., A.V., F.W., H.W., A.W., M.Z., S.B., A.N., J-J. H., performed research; S.T., A.P., W.N., M.B., M.D.B., S.C., M.D., H.F., A.M., D.P., M.P.R., C.M.R., V.S-M., G.M.S., P.S., M.S., K.S., A.V., F.W., H.W., A.W., M.Z., S.B., A.N., J-J. H. analysed all archaeological data; S.T. and A.P. wrote the paper with the collaboration of all the co-authors.”The original Article and its accompanying Supplementary Information file have been corrected
Hurricane Sandy made landfall in Atlantic City, New Jersey, United States (U.S.) October 29, 2012 as a post-tropical cyclone. With a wind field of approximately 1000 mi (1600 km) and a near 90 degree landfall angle with the coast, the storm generated an 11.6 ft (3.52 m) storm tide above mean sea level (MSL) at the Battery, New York City, and resulted in more than 65billionintotaldamageincludingtheU.S.andtheCaribbean.Withthethreatoffuturesealevelriseandthepossibilityofstrongerfuturestorms,implementingfloodprotectionmeasuresinNewYorkCityandthesurroundingareasisanimperative.ThisthesisisaresponsetoHurricaneSandy.ItpresentsafeasiblefloodriskreductionsystemforJamaicaBay,NewYorkCity,andapreliminarydesignforastormsurgebarriertobeconstructedasapartofthissystem.Thisthesisalsoaddressespossibleenvironmentalimpacts,pollution,andvesseltrafficinthebay.Becauseitisapreliminarydesign,andduetothetimeconstraintsofaMSc.thesis,thedesignofthestormsurgebarrierisneithercompletenordetailed.Someaspectsofthebarrieraredevelopedandreasonableassumptionsaremadeforotheraspectsbasedonsimilarpastprojects.TheJamaicaBayFloodRiskReductionSystem(JBFRRS)hasbeendesignedtobeimplementedinthree(3)phaseswiththefinalphasebeginningin2032.ThereasonforbuildingtheJBFRRSinphasesistodecreasetheinitialcostsofthesystem.ThepurposeofthisphasedapproachisalsotoreducethepollutioninthebayandtoallowtheJBFRRStoadapttosealevelriseasitoccurs.Duetotheuncertaintyoffuturesealevelrise,stormintensityandfrequency,anadaptiveapproachcouldbethemostapplicable.Itallowssomefloodprotectionmeasurestobeimmediatelyconstructedwhilethemoreexpensiveelementsofthesystemareunderfurtherdesign.Themostsignificantfindingconcerningthebarrieristhatitcouldbeoverflownduringstormtideevents.ThisisduetothelargesurfaceareaoftheJamaicaBaybasinbehindthebarrier.Thisaspectisimportantbecauseitlowerstheheightandthereforethecostsofthebarrier.Verticalliftgatesarefoundtobeoptimalatthislocationduetotheirhighreliability,lowercoststhroughrepetition,andtheirabilitytoallowtidalflowduringnormalconditions.Pierswithshallowfoundationsalongwithtopandsillbeamhavebeenchosentohousetheverticalgates.AninitialestimateofthecoststheJBRRSrangesfrom1 billion to $2 billion (2014 dollars). Because the barrier is still in the early design phases, the final costs of the system will differ from this estimate.Hydraulic Structures and Flood RiskHydraulic EngineeringCivil Engineering and Geoscience
This technical report sketches the main development of the flood defence system in the Netherlands. It concentrates on the establishment of the flood safety level and flood risk reduction strategies. First developments in the study of loading and soil properties until 1960 are described in Chapter 2. The storm surge of 1953 accelerated the process towards a more scientifically based approach. The philosophy of the Delta Committee is explained in Chapter 3. After the publication of the Delta Report in 1960, it lasted until 1996 until the policy was incorporated in a law. The developments in this period are described in Chapter 4 and the legislation of the safety standard can be found in Chapter 5. Newest developments are described in Chapters 6 and 7.Hydraulic EngineeringCivil Engineering and Geoscience
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