UFC 4-150-06 CHANGE 1-2010 MILITARY HARBORS AND COASTAL FACILITIES.pdf

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1、UFC 4-150-06 12 December 2001 With Change 1, 19 October 2010 UNIFIED FACILITIES CRITERIA (UFC) MILITARY HARBORS AND COASTAL FACILITIES APPROVED FOR PUBLIC RELEASE; DISTRIBUTION UNLIMITED Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-UFC 4-150-06 12

2、 December 2001 With Change 1, 19 October 2010 UNIFIED FACILITIES CRITERIA (UFC) MILITARY HARBORS AND COASTAL FACILITIES Any copyrighted material included in this UFC is identified at its point of use. Use of the copyrighted material apart from this UFC must have the permission of the copyright holde

3、r. U.S. ARMY CORPS OF ENGINEERS NAVAL FACILITIES ENGINEERING COMMAND (Preparing Activity) AIR FORCE CIVIL ENGINEER SUPPORT AGENCY Record of Changes (changes are indicated by 1 . /1/) Change No. Date Location June 2006 Forward Change 1 19 October 2010 Replaced cover page; replaced section 5-6 in its

4、entirety; Appendices A, B and C were combined into Appendix B; renumbered Appendix E to C and Appendix F to D; other minor changes throughout This UFC supersedes DESIGN MANUAL 26.1, 26.2 and 26.3. Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-UFC 4

5、-150-06 12 December 2001 With Change 1, 19 October 2010 FOREWORD The Unified Facilities Criteria (UFC) system is prescribed by MIL-STD 3007 and provides planning, design, construction, sustainment, restoration, and modernization criteria, and applies to the Military Departments, the Defense Agencies

6、, and the DoD Field Activities in accordance with USD(AT101. For sections not currently available contact the NAVFAC LANT Engineering Criteria and Programs Office. 1-2 PURPOSE. The purpose of UFC 4-150-06 is to provide adequate harbor and dredging project criteria, design and maintenance guidance, a

7、nd relevant lessons learned with respect to shore infrastructure. This document also provides the complete criteria and guidance package needed by appropriate end users. To the extent practical, it addresses the range of harbor and dredging criteria needed at stateside and overseas military installa

8、tions. Note: This document does not include overseas data. 1-3 ORGANIZATION. The majority of the information for subjects of this handbook is introduced as references to the applicable government and consensus standards in which the original information resides. Where other documents are not availab

9、le or are inadequate, additional narrative information regarding Navy-specific issues has been developed and inserted, as appropriate. 1-4 CANCELLATION. UFC 4-150-06 cancels and supersedes NAVFAC Design Manual 26.1, Harbors, dated 1 December 1984, NAVFAC Design Manual 26.2, Coastal Protection and NA

10、VFAC Design Manual 26.3, Coastal Sedimentation and Dredging, dated 1 September 1986. Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-UFC 4-150-06 12 December 2001 With Change 1, 19 October 2010 2 CHAPTER 2 HYDRODYNAMICS 2-1 INTRODUCTION. This chapter

11、 covers design considerations related to the physical effects on structures caused by various types of water movement, such as tides, currents, and wave action along the open shore line and those occurring within restricted bodies of water. This subject is thoroughly covered by the Coastal Engineeri

12、ng Manual (CEM) but is outlined below by subjects of interest to Navy coastal facilities designers and then cross-referenced to the appropriate section of the CEM and other applicable references. Note that references made to sections in the draft CEM may change once the final version is published. T

13、he most current version of the CEM at the time of this publication can be found on the web at http:/chl.erdc.usace.army.mil/chl.aspx?p=s101 Port, harbor and facility issues, such as trends in port and harbor development, deep versus shallow draft projects and motivation, are discussed in CEM, Sectio

14、n V-5. These issues are discussed as explanations and justifications for harbor needs. For example, the motivation for developing new or existing port and harbor facilities is the importance of overseas trade to the U.S. economy and government. Development of local design criteria is essential in ma

15、ny cases due to the variation in meteorological and geological conditions at different geographical sites. These criteria are based upon raw and hindcast environmental information and the forecasting of data with analytical descriptor models. 2-2 WATER WAVE MECHANICS. The very complex phenomenon of

16、wave action on the sea surface, and how it affects structures, is a primary concern in design of coastal facilities. An extensive study to characterize regular and irregular waves is contained in Section II-1 of the CEM. 2-2.1 Selection of Design Waves. The selection of design waves should be relate

17、d to the economics of construction, maintenance, and repairs. The selection of design conditions for larger structures requires more detailed consideration of the economics of the design. Wave analysis yields the recurrence interval of a given wave height. The economics of increasing the initial cos

18、t versus making occasional repairs must be evaluated. Furthermore, the cost and extent of damages to areas that the structure is designed to protect must also be considered. Physical and economic factors, such as design wave height versus annual costs, must be optimized. For small projects, a 20- to

19、 25-year design wave, coupled with an annual extreme water level, is appropriate. In addition to the general design parameters for determining cost-benefit relationships, specific local design criteria must be determined and applied. For example, Norfolk, VA would not use a 50-year hurricane, althou

20、gh it may be an appropriate criterion for other locations. Refer to the CEM, Section II-8: Coastal Hydrodynamics, for further details. Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-UFC 4-150-06 12 December 2001 With Change 1, 19 October 2010 3 2-3

21、METEOROLOGY AND WAVE CLIMATE. A basic understanding of marine and coastal meteorology and the relationship between meteorological processes and wave generation is important to coastal design and planning. Section II-2 of the CEM contains an analysis of this subject. 2-4 ESTIMATION OF NEARSHORE WAVES

22、. The size and directions of nearshore waves that impact coastal design are strongly influenced by underlying seafloor geometry and currents. While overestimating wave height can inflate the price of a project, underestimating can result in catastrophic loss. Section II-3 of the CEM evaluates wave t

23、ransformation analyses methods and provides guidance for selecting a reasonable approach for making wave transformation calculations. 2-5 SURF ZONE HYDRODYNAMICS. Breaking waves, and the resulting dissipation of energy, induce nearshore currents and other hydrodynamic processes that make the surf zo

24、ne the most dynamic coastal region. Section II-4 of the CEM describes shallow-water wave breaking and associated hydrodynamic processes that affect shoreline and beach profile, which impact the design of coastal structures and beach fills. 2-5.1 Coastal Bottom Boundary Layers. The severe interaction

25、 between the slowly varying current boundary layer and the turbulent wave bottom boundary layer during severe storm events plays a significant role in sediment transport. This interaction, which occurs primarily in the area just outside the surf zone, in water depth ranging between 6.6 to 9.8 ft (2

26、or 3 m) up to 65.6 to 98.4 ft (20 to 30 m), affects sediment that is not usually suspended under normal wave conditions. The fate of the sediments in this zone is a complex question for coastal engineers. The factors and complexities that make analysis of this activity so difficult are discussed in

27、Section III-6 of the CEM. An extensive analysis of this process is contained in Coastal Bottom Boundary Layers and Sediment Transport by Peter Nielsen. 2-6 WATER LEVELS AND LONG WAVES. A significant component of coastal design is protection of structures from some predefined water surface elevation.

28、 The following sections, the scope of which is summarized in Section II-5, of the CEM, classify the various types of surface elevation variation generated by long waves and guidance for developing a preliminary study approach and applicable design procedure. A discussion of the geological effects of

29、 wave action is contained in Section IV-2 of the CEM. 2-6.1 Water Wave Classification. Section II-5-2 of the CEM gives a brief review of wave classification criteria and a summary of long wave properties. 2-6.2 Astronomical Tides. Provided by IHSNot for ResaleNo reproduction or networking permitted

30、without license from IHS-,-,-UFC 4-150-06 12 December 2001 With Change 1, 19 October 2010 4 Astronomical tides represent an important example of long waves. Section II-5-3 of the CEM describes tidal processes and effects. 2-6.3 Water Surface Elevation Datums. Section II-5-4 of the CEM describes the

31、various means of defining water surface elevation datums and the relationship between tidal observation-based datums, which account for spatial variability of sea level and vary according to locale, and the National Geodetic Vertical Datum (NGVD), which does not. It also discusses several processes

32、that result in long-term changes in relative mean sea level. An additional discussion of datums and relationship to coastal geology is contained in Section IV-2-4 of the CEM. The selected datum and a rationale for its choice should be stated specifically in the design documentation. 2-6.4 Storm Surg

33、e. High-wind systems and low barometric pressures over shoaling water will create a temporary water-level rise along shorelines. Especially susceptible are areas where large cyclonic storm systems (such as hurricanes and typhoons) track across relatively shallow offshore water. A relatively short-du

34、ration water-level rise (setup) will occur along coastlines during episodes of high-wave attacks. The rise in water level is caused by breaking waves trapping a water mass along the shoreline. This water rise can increase water heights in protected water areas hydraulically linked to the coast, shor

35、eward of the breaker line. This phenomenon, and generated currents associated with it, can be significant in harbor sites located behind reefs or large shoals. Section II-5-5 of the CEM discusses the effect of tropical and extra-tropical storm activity on water surface elevation. 2-6.5 Seiche. Defin

36、ed as a standing-wave oscillation of an enclosed body of water that continues, pendulum fashion, after the cessation of the originating force, seiche may be either seismic or atmospheric in origin. Seiche is a phenomenon associated with ocean waves having periods in excess of those of normal sea swe

37、ll. Such waves, commonly known as “long waves,“ have periods ranging from 20 seconds to several hours. Long waves exhibit relatively low heights, on the order of 0.1 to 0.4 foot (0.03 to 0.12 meters). They are highly reflective, even off flat-slope beaches, and will pass virtually unimpeded through

38、porous breakwaters. Seiche occurs within a basin, harbor, or bay during certain critical wave periods when the period of incident long-wave energy matches the resonating period of the basin. The result is a standing wave system comprising reinforced wave heights greater than those of the incident wa

39、ve. The water surface exhibits a series of nodes and antinodes with respect to the water column. Antinodes are regions where the vertical motion is a maximum and the horizontal velocities are minimum. Where wavelength is sufficiently greater than ship length, a ship berthed at the antinode will expe

40、rience a gentle rise and fall with the standing-wave period. At the node, the ship will be subject to a periodic horizontal surging action due to currents. A ship in combination with its mooring lines behaves as a spring-mass system which, when excited, can resonate at certain critical frequency ran

41、ges. During seiching action, Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-UFC 4-150-06 12 December 2001 With Change 1, 19 October 2010 5 the horizontal surging motion of a vessel located near a node can interfere with loading operations and, in se

42、vere cases, can cause the mooring lines to part. Section II-5-6 of the CEM discusses further details of this phenomenon. 2-6.6 Tsunamis. In certain ocean regions, waves generated by seismic disturbances or landslides occur. From event history, some shoreline locations are more susceptible to damage

43、from tsunamis than others. Probability approximations of water-level height exist for some coastal locations. These are included in reports by the U.S. Army Corps of Engineers (USACE) and licensing studies by Public Utility Commissions. If warranted, a site-specific risk analysis can be performed, w

44、hich relies heavily upon probability parameters for specifics of the underwater seismic movement. Contact the NAVFAC LANT Engineering Criteria and Programs Office regarding when to perform such site-specific risk analyses. This is coupled with a three-dimensional numerical analysis of ocean-basin pr

45、opagation and near-shore site shoaling of the resulting long wave. 2-6.7 River Discharge and Flood Control Channel Discharge. Where a harbor site is hydraulically influenced by river discharge, present as well as future river flood discharge effects on water levels need to be considered. Effects of

46、river discharge on harbor hydrodynamics are discussed briefly in Section II-7-6 of the CEM. Deltaic processes, river mouth flow, and sediment disposition, and inlet processes and dynamics are discussed in Section IV-3. 2-6.8 Extreme Water Levels. The estimation of extreme water levels is discussed i

47、n Section II-8-6-e of the CEM. 2-6.9 Numerical Modeling of Long Wave Hydrodynamics. Due to the complexity of most natural flow systems, engineering analyses for coastal engineering design projects often require numerical modeling of the hydrodynamic processes. Methods for applying this analytical to

48、ol are described in Section II-5-7 of the CEM. NAVFAC LANT Engineering Criteria and Programs Office should be contacted when contemplating using numerical modeling. 2-7 HARBORS. Because harbors are, by nature and design, protected from short wave effects, long wave processes primarily drive their hy

49、drodynamic environment. Specific information on these processes is examined in the sections on tides, seiche, storm surge and other long wave phenomenon. Section II-7 of the CEM covers the hydrodynamics of harbors, including effects of wave action, flushing/circulation, and vessel interaction. The discussion of inlet hydrodynamics contained in Section II-6 of the CEM also adds insight int