[From the U.S. Government Printing Office, www.gpo.gov]






                                Shoreline Development
                                               BMP's



                                              7    d    rim




                                                      C3





                                Best Management Practices for Shoreline
                             Development Activities Which Encroach In, On,
                                or Over Virginia's Tidal Wetlands, Coastal
                                  Primary Sand Dunes and Beaches, and
                                            Submerged Lands






                                               Produced by the

                                     Virginia Marine Resources Commission
                                           2600 Washington Avenue
                                         Newport News, Virginia 23607




                  TC224
                   V8V8
                  1994                        Reprinted June 1994































                                                             SA





                                                                  m C*




                                     "This reprint was funded, in part, by the Virginia Council on the
                                     Environment's Coastal Resources Management Program through
                                     Grant #NA170ZO359-01 of the National Oceanic and Atmospheric
                                     Administration under the Coastal Zone Management Act of 1972 as
                                     amended."







                                                      Printed on recycled paper.






                                                                                   Best Management Practices


                                Table of Contents


                                Section I.      Introduction    . . . . . . . . . . . . . . . . . . . . . . .     1

                                Section IL      Shoreline Protection      . . . . . . . . . . . . . . . . . .     3
                                                     A. General     . . . . . . . . . . . . . . . . . . . . .     3
                                                     B. Revetments      . . . . . . . . ... . . . . . . . . .     7
                                                     C. Bulkheads       . . . . . . . . . . . . . . . . ... .    12
                                                     D. Groins    . . . . . . . . . . . . . . . . . . . . . .    19
                                                     E. Breakwaters       . . . . . . . . . . . . . . . . . .    23

                                Section III. Boating Facilities       . . . . . . . . . . . . . . . . . . . .    27
                                                     A. General     . . . . . . . . . . . . . . . . . . . . .    27
                                                     B. Marinas     . . . . .. . . . . . . . . ... . .. . . . .  29
                                                     C. Mooring Buoys        . . . ... . . . . . . . . . . . .   33

                                Section VI. Dredging          . . . . . . . . . . . . . . . . . . . . . . . .    35
                                                     A. General - Mechanical & Hydraulic            . . . . . .  35
                                                     B. Beach Nourishment          . . . . . . . . . .. . . . .  40

                                Section V.      Instream Work       . . . . . . . . . . . . . . . . . . . . .    41

                                Section VI. Glossa7        . . . . . . . . . . . . . . . . . . . . . . . . .     45






                                  Shoreline Development







                                                                        BestManagement Practices


                             Section I

                                  Introduction


                                  Th e attractiveness of Virginia's coastal environs for residential,
                                  commercial, recreational and industrial usesfrequently necessi-
                                  tates their physical alteration. Since the passage of Virginia's
                                  Tidal Wetlands Act in 1972, the Virginia Marine Resources Com-
                                  mission has processed over 21,000 applications for proposed
                                  shoreline construction. (Table 1) These applications have in-
                                  cluded projects located within Tidewater involving impacts to
                                  Virginia's tidal wetlands, coastal primary sand dunes, and
                                  throughout the State involving impacts to State-owned
                                  subaqueous lands. The responsibility for regulatory actions
                                  taken on these applications is shared among 34 local Wetland
                                  Boards and the Commission. Ensuring consistency, with regard
                                  to a unified approach to regulatory decision-making, can be


                                                  Table 1. Permit Applications.



                           2500 -----------------------------------------------------------------

                                                                                          CO


                                                                                          C1J LO
                                                                                       LO     00 (D
                                                                                              0)
                           2000 ------------------------------------------------- -
                                                                                C\j LO
                                                                                ,f (D
                                                                                (0 (D


                           1500 ---------------------------------------------     - - - - - -
                                                                         0 r
                                                                          0 CO
                                                                         C\j


                                                                      01
                           1000 ----------------------- - ----------    - - - - - - - - - -
                                                                LO LO
                                                            LO     0)
                                        CO            00
                                               00 LO
                                     @2     Cal)) LO
                            50q0- - - - LO
                                                  LO


                                                                                01



                              0-
                                  72 73 74 75 76 77 78 79 80 81 82 83 84 856 87 88      89 90 91 92
 




                            Shoreline Development


                                difficult in this setting. While the basis for regulatory decisions
                                can be found in the enabling Code Sections, the purpose behind
                                a decentralized decision-making process is to provide for local in-
                                put and site specific considerations that result in decisions that
                                conform- with stated policies and standards.

                                Over the years, the Marine Resources Commission has promul-
                                gate d and adopted several guideline documents to assist regula-
                                tors and the regulated community alike in understanding the
                                many issues incorporated into the application review process.
                                As recently as September 1991, the Virginia Institute of Marine
                                Science prepared "The Virginia Wetlands Management Hand-
                                book," a compendium.of these and other resource materials de-
                                signed to provide a standardized, ready reference for Virginia
                                Wetland Board mem'bers. In this documimt, we hope to combine
                                some of the existing resource materials and further amplify
                                -them i h practical and sound approaches to shoreline develop-.
                                     wit
                                ment activities.

                                The concept of incorporating cost-effective cons ervation meas-
                                ures into project design is not a new onei During the permit
                                process, a variety of Best Management Practices (BMPs) are
                                often recommended by the various regulatory and advisory
                                agencies for specific projects. These measures have the com-
                                bined effect of helping to ensure project integrity for. the design
                                .life of the structure while minimizing the potential adverse im-
                                pacts associated with construction. V%Thile many BMPs exist for
                                various construction and land use projects, there has not been a
                                concerted effort to compile and consolidate'existing shoreline
                                development activities in conjunction with the standard prac-
                                tices and conditions contained in our respective institutional
                                memories. It is therefore the purpose of this document to pro-
                                vide a more comprehensive view of typical BMPs which can be
                                readily applied to shoreline development projects thereby reduc-
                                ing both direct and indirect impacts to wetlands, water quality
                                and marine resources.











                            2






                                                                       Best Management Practices


                            Section 11


                                 Shoreline Protection


                                 A. General


                                     The coastal shoreline of Virginia, including its bays and
                                     tributaries, is experiencing continued erosion. While detri-
                                     mental to property values and the structures it imperils,
                                     such erosion is a natural geologic process. Erosion stems
                                     from long term changes in sea levef, waves, and1ocal water
                                     level fluctuations that occur during storms. Upland soils be-
                                     come unstable when saturated and the interface between
                                     land and sea provides both the water and the energy to mobi-
                                     lize destabilized sediments. It is nature's relentless effort to
                                     strike an equilibrium in what can be and frequently is a zone
                                     of extremely high energy.

                                     Along lower energy shorelines, it may be possible to counter-
                                     act erosion by non-structual means through the proper plant-
                                     ing and maintenance of a vegetated intertidal zone or marsh
                                     grass fringe. Such methods of controlling shoreline erosion
                                     are generally cost effective when properly applied and tend
                                     to preserve the shoreline equilibrium. Vegetated wetlands
                                     may erode but their ability to establish dense root systems,
                                     trap and accumulate sediments, and baffle wave energy al-
                                     lows them to act as buffers against erosive forces. Also used
                                     in combination with structural shoreline protection such as
                                     breakwaters, marsh plantings help stabilize these sediments
                                     and provide added protection against high energy natural
                                     forces.

                                     The installation of structural shoreline protection generally
                                     tends to disrupt natural forces and drive shorelines away
                                     from the equilibrium state they seek. There are instances,
                                     however, where non-structural methods simply cannot miti-
                                     gate the natural forces and physical characteristics of an
                                     eroding shoreline. In these situations, shor6line hardening is
                                     often viewed as a necessary alternative to retain upland prop-
                                     erty. And while the placement of these structures may


                                                                                                 3





                                       Shoreline Development


                                                reduce the sustained nutrient and sediment input into adja-
                                                cent waters, it is necessary to understand that ground prepa-
                                                ration, installation and maintenance of these structures can
                                                have equally damaging effects on adjacent living resources.

                                                In reviewing shoreline hardening alternatives, it is helpful to
                                                understand the way in which each type of structure interacts
                                                with it's surroundings. This insight will help us determine
                                                which structure offers the most appropriate solution in a
                                                given situation. While it might prove convenient to attempt
                                                to identify every situation which might require an erosion
                                                control measure, it is not the intent of this document to pro-
                                                vide -a decision matrix which will yield only one possible solu-
                                                tion or, recommended structure for a given problem. Rather,
                                                with an understanding of structural design considerations
                                                and an appreciation of the impacts associated with construc-
                                                tion, it may be possible to apply the most appropriate best
                                                management practices which minimize primary and secon-.
                                                dary impacts associated with construction and maximize the
                                                design life of a: given structure.

                                                While the proper application of shoreline structures may
                                                reduce erosion, not all of the, structures identified in this sec-
                                                tion treat erosive forces in the same manner. The construc-
                                                tion of each of these structures involves varying degrees of
                                                primary and.secondary impacts to the surrounding environ-
                                                ment usually in the form of fill or unnecessary sedimentation
                                                due to uncontrolled upland runoff. 1t; may be helpful to visu-
                                                alize a complete shoreline hardening project by examining
                                                three basic components: site preparation, construction, and
                                                post- construction stabilization.

                                            Site Preparation

                                                Site preparation typically refers to land disturbing activities
                                                which occur prior to construction which facilitate access to a
                                                construction site or involve the preparation of proper earthen
                                                foundations for the erosion control measure. This can range
                                                from the removal of deadwood and debris to extensive grad-
                                                ing and sloping of adjacen    t upland areas. The Shoreline
                                                Erosion Advisory Service (SEAS) of the Division of Soil and



                                      4






                                                                           Best Management Practices


                                       Water Conservation is located in Gloucester Point and pro-
                                       vides free analysis and planning assistance to private land-
                                       owners seeking recommendations to address a shoreline
                                       erosion problem. Wholesale clearing and grading may not be
                                       warranted or necessary. Also it may be advisable to alter up-
                                       land drainage patterns using berms or drains to help abate
                                       the negative effects of upland runoff on shoreline erosion.

                                   Construction


                                       Timing can be a critical factor when preparing for the con-
                                       struction phase of the operation. For large projects, with
                                       linear distances greater than 300 feet, it is preferable to
                                       gradually work along the shoreline doing the necessary grad-
                                       ing, construction and post construction stabilization as you
                                       progress. Projects that do not lend themselves to this ap-
                                       proach should not be allowed to grad e- too far in advance of
                                       the construction phase without applying the proper erosion
                                       control measures to reduce sedimentation in adjacent wet-
                                       lands and over subaqueous land. Smaller projects, where
                                       wholesale clearing is not employed, should take advantage of
                                       the reduced disturbances and access points should be limited
                                       to only those necessary to import construction materials.

                                   Post Construction


                                       Once construction is complete, the denuded areas need to be
                                       stabilized as soon as possible. This can be accomplished
                                       through the proper application of silt barriers and the revege-
                                       tation of denuded areas. The "Virginia Erosion and Sedi-
                                       ment Control Manual," (available through your local govern-
                                       ment or directly from the Department of Conservation and
                                       Recreation, Division of Soil and Water Conservation) pro-
                                       vides information pertaining to the installation and mainte-
                                       nance of soil conservation measures in accordance with State
                                       minimum standards and specifications. Applicants may also
                                       want to check with their local government to determine com-
                                       pliance standards under the local sediment and erosion
                                       control ordinance.






                                                                                                      5





                                 Shoreline Development


                                      Chesapeake Bay Regulations

                                         It is appropriate to mention that all proposed shoreline
                                         erosion control projects must satisfy the "Chesapeake Bay
                                         @Preservation 'Area Designation and Management Regula-
                                         tions." Adopted by the State in September 1989, these regu-
                                         lations contain provisions designed to prevent a net increase
                                         in non-point source pollution. Key to achieving the design
                                         goals are performance standards intended to minimize ero-
                                         sion and sedimentation potential, reduce land application of
                                         nutrients, maximize rainwater infiltration, and ensure long-
                                         term performance of the measures employed.

                                         Section 4.3(B)-l(d) of the regulation provides for the altera-
                                         tion of the mandated buffer for erosion control projects pro-
                                         vided such alteration is accomplished utilizing the best
                                         available technical advice and applicable permit conditions
                                         or requirements. This section does not provide a categorical
                                         exclusion from the Chesapeake Bay Regulations. What it
                                         does is allow encroachment into the buffer area only to the
                                         extent necessary to establish the erosion control measures
                                         given the best available technical advice; This may involve
                                         clearing and grading of an entire reach of shoreline but it
                                         may also involve clearing only that which is necessary to
                                         access the site and install an erosion control structure.


                                         In addition, if the land disturbance involves an area greater
                                         than 2,500 square feet,'Sections 4.2-4 and 4.2-69f the regula-
                                         tion state the -applicant shall submit an erosion and sediment
                                         control plan and shall comply with the requirements of the
                                         local erosion and sediment control ordinance. Again, the
                                         attainment of A wetlands permit does not obviate the need to
                                         comply with this regulation.. It is incumbent upon the prop-
                                         erty owner to find the local representative and ensure compli-
                                         ance with these regulations.









                                 6






                                                                       Best Management Practices



                                 B. Revetments


                                     From an environmental perspective, riprap revetments are
                                     generally preferred over bulkheads due in part to their abil-
                                     ity to absorb and dissipate wave energy, thereby reducing
                                     the transfer of these erosive forces to adjoining properties.
                                     The sloped nature of a revetment also provides greater sur-
                                     face area within the intertidal zone than vertical structures.
                                     In addition, open spaces between armor units may provide
                                     suitable habitat for marine organisms and in some cases trap
                                     enough sediment to support wetland vegetation.

                                     A revetment is usually composed of separate layers of stone.
                                     The size of the revetment is determined by the energy of the
                                     environment which will further dictate the composition of
                                     these materials. The construction of larger riprap revet-
                                     ments involves the placement of core material, generally
                                     smaller stone with random shapes and sizes, over filter
                                     fabric which prevents the loss of earth from behind the
                                     structure. The smaller stone acts. to fill in gaps between
                                     larger armor units, shields the fabric from destabilizing ultra-
                                     violet light and'also protects the filter fabric from being torn
                                     when laying the armor stone. This core layer is then covered
                                     with a layer of selected arnior units. Armor units may be
                                     placed in an orderly manner to obtain good wedging or inter-
                                     locking action between individual units or they may be ran-
                                     domly placed. The toe of the structure is usually buried
                                     below the MLW mark in high energy environs to prevent
                                     undercutting. Graded banks which are armored with
                                     smaller stone may not require the use of core material. In
                                     these instances, the armor stone is mixed with core stone
                                     and applied directly over the filter fabric. (Fig. 1, pg. 8) In
                                     general, the dumping of material down embankments with
                                     little or no attention to placement and the use of filter fabric
                                     is not viewed as a practical solution for shoreline erosion.

                                     Designing riprap structures oftentimes requires using known
                                     variables to more accurately determine the necessary size of
                                     stone, height of structure, and depth of toe. These factors are
                                     influenced by the type of material used (unit weight and
                                     stability), site specific wave characteristics (wave height,


                                                                                                  7





                                  Shoreline Development


                                                       Figure 1. Riprap Revetment.

                              Erosion & Sediment
                                Control Barrier

                                                             Eroding Bani--.*--'.-*
                                       Filter Cloth





                                                 Graded Bank w/kiprap





                                          period, direction, storm duration and frequency), and design
                                          slope.

                                       Recommended Best Management Practices

                                          1. Construction materials employed typically vary in size
                                             and composition depending on the type of structure, the
                                             physical parameters at the project site and the availability
                                             of material. A publication by the U& Army Corps of Engi-
                                             neers entitled, "Low Cost Shore Protection... A,Property
                                             Owner's Guide," recommends that no individual armor
                                             unit be longer than three times its minimum dimension.
                                             Therefore, if an individual chose to construct a revetment
                                             using slab concrete six inches thick, the material should
                                             be broken such that the average length of the armor mate-
                                             rial isno greater than eighteen (18) inches. The State
                                             Erosion and Sediment Control Field Manual, STD &
                                             SPEC 1.37 describes riprap such that "the stone shall be
                                             hard and angular and of such a quality that it will not dis-
                                             integrate on exposure to water or weathering and it shall
                                             be suitable in all other respects for the purpose intended."
                                             Most if not all of the material-used as riprap in coastal
                                             Virginia is either quarrystone granite, or broken concrete.





                                _8





                                                                              Best Management Practices


                                           Riprap can therefore be defined as:

                                        Riprap: Stone that is hard and angular and of such a quality
                                        that it will not disintegrate on exposure to water or weathering
                                        and it shall be suitable in all other respects for the purpose in-
                                        tended. No individual armor unit should be longer than three
                                        times its minimum dimension.

                                              a. Rubble concrete may be used as riprap provided it is
                                                  broken into appropriately sized units and exposed
                                                  rebar is cut flush with the unit. All asphalt material
                                                  must be removed prior to installation.

                                         2. Riprap is sized based on its weight. These weights, per
                                            VDOT specifications, are divided into the following
                                            classes/types (Fig. 2):

                                              a.  Class Al - Stone in this class shall weigh between 25
                                                  and 75 pounds with no more than 10 percent of the
                                                  stones weighing more than 75 pounds. Often referred
                                                  to as "man-size."


                                              b.  Class I - Stone in this class shall weigh between 50
                                                  and 150 pounds with approximately 60 percent of the
                                                  stones weighing more than 100 pounds.


                                              c. Class II - Stone in this class shall weigh between 150
                                                  and 500 pounds with approximately 50 percent of the
                                                  stones weighing more than 300 pounds.


                                                      Figure 2. Relative Stone Size.












                                                                                                           9





                                   Shoreline Development


                                                 d.  Class III - Stone in this class shall weigh between
                                                     500 and 1,500 pounds with approximately 50 percent
                                                     of the stones weighing more than 900 pounds.

                                                 e.  T@ype I - Stone in this type shall weigh between 1,500
                                                     and 4,000 pounds with an average weight of 2,000
                                                     pounds.

                                                 f.  Type II - Stone in this type shall weigh between
                                                     6,000 and 20,000 pounds and have an average weight
                                                     of 8,000 pounds.

                                         Note: In all classes/types of riprap, a maximum 10% of the stone
                                         in the mixture may weigh less than the lower end of the range.

                                         Generally speaking, Classes AI and I stone are utilized in more
                                         tranquil creeks and protected shorelines while the remaining
                                         stone is typically used on lower tributaries, the Bay, and the
                                         ocean.


                                            3. The slope of a -revetmen't may vary somewhat depending
                                               on the physical setting and overall size of the proposed
                                               structure but, in general, slopes of 2:1 (2 Horizontal on 1
                                               Vertical) or 3:1 are recommended.


                                            4. All riprap revetments should be constructed using the
                                               proper application of filter cloth. As structures'age and
                                               are exposed to erosive forces, filter cloth will tend to pre-
                                               serve the integrity of the structure by retaining underly-
                                               ing base material. Installing filter cloth initially will
                                               prolong the life of the structure, reduce maintenance costs,
                                               and reduce disturbances to adjacent wetlands caused by
                                               construction activities. Filter- cloth may also.reduce the
                                               frequency with which snakes and other undesirable pests
                                               utilize the revetment by providing a barrier against bur-
                                               rowing into sediments. Filter cloth should be a woven or
                                               nonwoven fabric consisting of continuous chain polymeric
                                               filaments or yarns of polyester. The fabric should be inert




                                   10






                                                                            Best Management Practices



                                          to commonly encountered chemicals and be mildew and
                                          rot resistant.


                                       5. Proposed alignments for riprap revetments must be
                                          staked and flagged indicating the channelward limit of
                                          encroachment prior to or concurrent with the submission
                                          of Joint Permit Applications. Stakes should be located a
                                          maximum of 50 feet apart.

                                       6-. As in all shoreline hardening projects, access to a project
                                          site has a great influence on the overall impact of construc-
                                          tion related activities. Direct 'and indirect impacts consid-
                                          ered during project review generally do not take into
                                          account how materials and machinery will access a given
                                          reach of shoreline. The total impact of construction gener-
                                          ally includes a variety of associated incremental impacts
                                          within various ecological zones around a project site. For
                                          this reason, care should be taken in transporting materi-
                                          als to a project site. In situations where armor material
                                          cannot be readily transported to it's ultimate destination,
                                          it is recommended that precautions be taken to minimize
                                          overall project impact.

                                             a. Projects which necessitate the dumping of stone
                                                down natural embankments to stock pile material
                                                should limit dump points to only those absolutely
                                                necessary. Given the core material and site prepara-
                                                tion required, dump points should be limited to one
                                                every 75 to a 100 feet. The use of shoots to confine
                                                loose material may also be useful. Such practices will
                                                tend to reduce slope revegetation requirements and
                                                minimize erosion onto adjacent wetlands.

                                             b. Projects requiring the crossing of wetlands or which
                                                are in close proximity to wetlands, should make use
                                                of mats to minimize construction impacts. While
                                                potentially damaging to the standing crop vegetation,
                                                the purpose of using Tats is to preserve existing





                                 Sh6reline Development


                                                 elevations and root composition for sustained viabil-
                                                 ity of the wetlands.

                                         7. Following construction, all excess fill material and all dis-
                                            turbed or denuded areas should be graded, seeded and the
                                            proper application of temporary erosion and sediment con-
                                            trol bar riers should be employed to reduce erosion of up-
                                            -land into adjacent wetlands and waters. (Fig. 3)


                                      C. Bulkheads


                                         Bulkheads and seawalls are   terms often incorrectly used
                                         interchangeably when referring to shoreline protection struc-
                                         tures. Generally, bulkheads are smaller and less expensive
                                         than massive seawall, structures and are designed to retain
                                         upland soils while providing protection from minimal wave
                                         action. Seawalls on the other hand are designed to with-
                                         stand the full force of waves and are often concrete struc-
                                         tures poured in place.



                                            Figure 3. Erosion and Sediment Control Barrier.



                                                    Erosion & Sediment
                                                      Control Barrier




















                                                                    MLW.









                                 12






                                                                   Best Management Practices



                                            Figure 4a. Sheet Piles (End View).


                              KZZMN


                                Ship-lap            Tongue & Groove            Wakefield


                                   Proper bulkhead design is a function of both the wave
                                   climate in adjoining waters and the physical force placed on
                                   the wall by the weight of the backfill material. Sheet piles
                                   are usually either ship-lap, tongue and groove, or Wakefield
                                   design and are supported in a vertical position by wales.
                                   -(Fig. 4a & 4b) Typical means for burying sheet piles include:
                                   jetting with high pressure water, driving with a pile-driver or
                                   sledge, and trenching and backfilling with trenching equip-
                                   ment. Anchors or deadmen are driven into fastland behind
                                   the bulkhead and connected to the structure with corrosion
                                   resistant tiebacks. These are essential to achieve the design
                                   life of the structure by adding the additional strength neces-
                                   sary to withstand back pressure. Premature bulkhead


                                           Figure 4b. Typical Bulkhead Design.


                                                                                       Sheet
                                                                                        Pile
                             Deadman





                                   ..........


                               Tie-rod
                                                                                         Weep
                                                                                          Hole


                                     0      OP.
                                       Wale





                                 Filter Cloth









                                                                                          13





                                 Shoreline Development


                                         failure is often attributable to failure of the tie-back system
                                         through corrosion and/or excessive back pressure. Weep
                                         holes may be used along the face of the structure to help
                                         reduce the back,pressure by providing a means for water to
                                         escape from behind the bulkhead.

                                         How bulkheads respond to wave energy depends on the
                                         structures orientation to the approaching storm waves. Bulk-
                                         heads are not particularly effective at dampening wave en-
                                         ergy. Rather they tend to transfer the wave energy laterally
                                         along the face of the structure or vertically up and, down.
                                         (Fig. 5) In either instance, the cumulative effect is a net loss
                                         of sediment in front of the structure and/or along the sides.
                                         (Fig. 6) Placing a vertical retaining structure landward of
                                         mean high water helps to reduce its exposure to wave action
                                         and thereby minimizes erosion.

                                      Recommended Best Man a*gement Practices


                                         1. Construction materials/methods should include the
                                           following:

                                             a. All wood should be pressure treated to a minimum of
                                                 1.5 lbs/ft3 of CCA or a minimum creosote level of 12
                                                     3
                                                lbs/ft .


                                          Figure 5. Wave Energy Transfer at Bulkhead Face.




                                                                                          MHW

                                                                             Wave Energy


                                                                                          MLW
                                                                . .........................

















                                 14






                                                                          Best Management Practices



                                           b.  All hardware (bolts, nuts, washers, etc.) should be
                                               galvanized.


                                           c.  Filter Cloth should be a woven or nonwoven fabric
                                               consisting of continuous chain polymeric filaments or
                                               yarns of polyester. The fabric should be inert to com-
                                               monly encountered chemicals and be mildew and rot
                                               resistant.


                                      2. All bulkheads should be, constructed using the proper
                                         application of filter cloth. As a structure ages, even a well
                                         constructed bulkhead will settle causing small cracks
                                         which can leak backfill. Installing filter cloth initially,
                                         therefore, can prolong the life of the structure, lower main-
                                         tenance costs, and reduce disturbances to adjacent wet-
                                         lands caused by construction activities.


                                     Figure 6. Shoreline Recession Associated with Bulkheads.


                                               MLW
































                                                                                           Shoreline
                                                                                          Recession
                                             '@@Shorcline When                            Over Time
                                                   Bulkheaded




                                                                                                   15





                                       Shoreline Development



                                                 3.  If the stkucture is equipped with drain holes to allow for
                                                     the movement of water, they should be backed with filter
                                                     cloth and a small stone filter.


                                                 4.  Fill material should be free of debris and be a good quality
                                                     sandy soil. The use of silty dredged material is discour-
                                                     aged since this material drains poorly allowing back pres-
                                                     sure buildup behind the bulkhead.

                                                 5.  In general, the length of the tieback rod should be equal to
                                                     or greater than the length of the sheet pile used on the
                                                     face of the structure.


                                                 6.  The depth of sheet pile penetration below existing grade
                                                     should be equal to the veitical distance above ground.
                                                     This helps reduce structural failure as scour occurs along
                                                     th6 face.


                                                 7.  Deadman should be anchored vertically into fasitland
                                                     using either a galvanized rod or cable. (Fig. 7)'The place-
                                                     ment of deadmen horizontally in associated fill material is
                                                     discouraged.

                                                 8.  In areas where the topography does not naturally allow for
                                                     the proper placement of deadman, the bank should either
                                                     be graded back or areas for the location of deadmen exca-
                                                     vated out of the bank. (Fig. 8) 'In most cases, it is not


                                                                      Figure 7. Deadmen.



                                              Upland



                                                                                       Fill














                                       16





                                                                            Best Management Practices



                                                          Figure 8. Tiebacks.


                                                  MLW              Bulkhead                         MHW




                                         Tie-Backs                                     ie-Backs  Toe of Slope
                                                              Top of Slope




                                           desirable to extend the channelward encroachment of a
                                           structure simply to accommodate prescribed tieback
                                           lengths. Steep high banks may require the use of screw
                                           anchors as deadmen to securely support the bulkhead.

                                        9. In situations where bulkheads are located close to exiting
                                           structures which will not allow for the proper installation
                                              of dea,dmen, the use or application of knee bracing or
                                              buttressing on the seaward side of the bulkhead is rec-
                                                  ommended. (Fig. 9) (The use of riprap may be appro-
                                                  priate in this setting.)



                                                                   Figure 9. Knee Bracing.













                                                              TV
                                                  om"
                                           ,jp a I



                                                                                                       17





                                 Shoreline Development


                                         10. Bulkheads should ti,e into adjacent bulkheads or return
                                            walls should extend back into existing fastland'. Where
                                            practical, the'application of riprap along return Walls will
                                            help prevent flanking of the structure.

                                         11. In situations where bulkheads are located in areas suscep-
                                            tible to wave energy, the proper application of appropri-
                                            ately sized riprap toe scour protection may reduce the
                                            likelihood of the structu'ral failure-du e to undermining at
                                            the face. (Fig. 10)


                                         12. Proposed alignments for bulkhead structures should be
                                            staked and flagged to indicate the channelward limit of en-
                                            croachment prior to or concurrent with the submission of a
                                            Joint Permit Application. Stakes should be- located a  maxi-
                                            mum (if 50 feet apart and at turning points.

                                         13. Structures should ordinarily be located landward of marsh
                                            vegetation, or- in areas of non-vegetated wet.lands, placed
                                            landward of mean high water to minimize exposure to
                                            wave action.



                                                      Figure 10. Scour Protection.







                                                                                 Wave Energy
                                         77@@@





                                 18






                                                                         Best Management Practices



                                         Figure 11. Erosion & Sediment Control Barrier.


                                                     Erosion & Sediment
                                                       Control.Barrier







                            Flanking
                            Protectio




                                                                          V
                                                                7..




                                      14. Following construction, all excess fill material and all dis-
                                         turbed or denuded areas should be gFaded, seeded and the
                                         proper application of temporary erosion and sediment con-
                                         trol barriers should be employed to reduce erosion of up-
                                         land into adjacent wetlands and waters.(Fig. 11)


                                    D. Groins


                                       Groins are constructed perpendicular to shore and extend
                                       out channelward from mean high water. Groins function to
                                       trap sand and raise the elevation of the nearshore area to
                                       provide better erosion protection. Material moving along the
                                       shore in the littoral drift normally accumulates in fillets on
                                       the updrift, side of the structure. (Fig. 12) Under ideal


                                                     Figure 12. Littoral Drift.


                                                  Sediment
                                                  Transport                   Fillet







                                                                                                   19





                                Shoreline Development



                                        circumstances, sand fills the groin dell to a point where it
                                        then bypasses the structure and continues movement along
                                        the downdrift shoreline. The.sand remaining in the fillet is
                                        then available to function as a buffer against erosion. Yet
                                        even under ideal conditions, material tends to move more
                                        slowly through the filled groin cell thereby depriving down-
                                        drift shorelines of sand and increasing the rate of erosion on
                                        downdrift; property.

                                        Groins are generally only effective when adequate quantities
                                        of material are moving in the littoral transport system. Be-
                                        cause of the potential to damage downdrift properties, it is
                                        often recommended to position groins away from property
                                        lines and to partially fill groin cells with appropriately sized
                                        material. Filling groin cells tends to reduce the time re-
                                        quired for littoral material to st;art bypassing the groin
                                        thereby reducing erosion of downdrift property. Groin spurs
                                        may also be employed to help reduce downdrift erosion.

                                     Recommended Best Management Practices

                                        1. Construction materials/methods include the following:

                                             a. All wood should be pressure-treated to a minimum of
                                                1.5 IbS/ft3 of CCA or a minimum creosote level of 12
                                                lbs/ft3


                                             b. All hardware (bolts, nuts, washers, etc.) should be
                                                galvanized.,


                                             c. If the structure is constructed of stone, the stone
                                                should be placed on a layer of filter cloth to help stabi-
                                                lize the structure.. The size of the stone will be dic-
                                                tated by wave characteristics at the proposed location.

                                        2. Because groins function to trap sediment moving along a
                                           shoreline, their effectiveness is somewhat related to the
                                           amount of material available in the system. For this
                                           reason it is prudent to space these structures such that
                                           the distance between groins is greater than, or equal to,



                                20






                                                                           Best Management Practices



                                          1.5 times the groins length from high water to it's channel-
                                          ward end. Groin length can be determined by examining
                                          the sand fillets in existing groins along the same  shoreline,
                                          reach or they can be based on the width of the local beach.
                                          Example: A 40-foot groins should be spaced a minimum of
                                          60 feet apart.

                                       3. All groins should be constructed utilizing a low profile de-
                                          sign. (Fig. 13) The low profile groin is designed to resem-
                                          ble the natural beach elevation and allows sand to by-pass
                                          and thus nourish downstream properties once the groin
                                          cell has filled. Groins which are too long may inhibit the
                                          longshore transport of sand to dowfidrift properties.

                                       Low Profile Groin: Low profile groins are structures with a
                                       terminal elevation at mean low water extending landward to
                                       an elevation of 1 foot above mean high water, at mean high
                                       water, with the landward terminus extending into upland to
                                       reduce flanking.

                                       4. In situations where groins are located in areas accessible
                                          to boaters, it is recommended that the channelward end of
                                          the structure be marked to aid navigation. This can be
                                          simply accomplished by using a longer pile at the termi-
                                          nus and leaving 12 - 24 inches remaining above mean high
                                          water.


                                       5. Proposed alignments for groins should be staked and
                                          flagged indicating the channelward limit of encroachment


                                                    Figure 13. Low Profile Groin.



                                                                                        MHw
                                                                                                      NI(LW


                             Flanking                                      ...................... .........
                            Protection                                                          .......V......











                                                                                                      21





                                 Shoreline Development



                                            prior to or concurrent with the submission of a Joint
                                            Permit Application.

                                         6. Groins should be located a minimum of 25 feet from prop-
                                                lines.


                                         T. The application of groin spurs on the downdriftsides of
                                            groins may aid in reducing downdrift scour in the immedi-
                                            ate vicinity of the groin. A spur should be located at ap-
                                            proximately the mean low water mark. (Fig. 14)

                                        8.  At times, it may be desirable to artificially fill or nourish
                                            the groin cell to help reduce the amount of time necessary
                                            before sand begins bypassing the structure thereby mini-
                                            mizing the disruption in the supply of sand to downdrijI
                                            properties. Nourishment material should be of a grain
                                            size equal to that of native beach sand and should be con-
                                            toured to approximate the natural sand fillet which forms
                                            on the updrift side of the groin.




                                                        Figure 14. Groin Spur.







                                                                                Fillet



                                                    Spur.




                                                                    ........... ...........
                                                     @MLW'Q


                                                                         Riprap'




                                 22






                                                                             Best Management Practices



                                     E. Breakwaters


                                         Breakwaters are placed in the water parallel to shore and
                                         Are designed to dissipate wave energy before it reaches ad-
                                         joining shorelines.. This decrease in wave energy reduces the
                                         ability of waves to transport sediment resulting in an area of
                                         sediment deposition behind these structures. A breakwater
                                         system usually addresses erosion over a large area and con-
                                         sists of a series of breakwaters along a reach of shoreline.
                                         (Fig. 15) Sand moving in the littoral transport system accu-
                                         mulates in the shadow of the breakwater until filled to its
                                         natural capacity. Once filled, sand can then move through
                                         the breakwater system to downdrift properties. As with
                                         gpoins, breakwaters can be partially nourished to create
                                         natural bays or tombolos and insure a minimal disruption in
                                         the supply of sand to downdrift properties.

                                         Offshore breakwaters must be constructed of materials capa-
                                         ble of withstanding the high energy environment in which
                                         they are placed. Since the height of the breakwater deter-
                                         mines how much wave energy is dissipated, an important
                                         design consideration rests in maintaining the design height
                                         for the life of the structure. While a variety of materials
                                         have been used in breakwater construction, some degree of
                                         success has been achieved in Virginia using quarrystone


                                                     Figure 15. Breakwater System.



                                                   Breakwater
                                                                                Tombolo















                                                          MHW






                                                                                                        23





                              Shoreline Development



                                      riprap. These           Figure 16a. Gabion Basket
                                      structures are           Filled with Quarrystone.
                                      typically rubble
                                      mound or gabion
                                      systems and are
                                      able to with-,
                                      stand the differ-
                                      ential settlement
                                      that may occur
                                      after placement.
                                      (Fig. 16a and
                                      16b)


                                      Breakwaters do
                                      not have univer-'
                                      sal application. The design of a breakwater system must
                                      take into account a variety of site specific considerations in-
                                      cluding wave characteristics, material composition, height
                                      requirements, distance from shore, length, spacing, and
                                      existing shoreline configuration., In addition, equipment and
                                      material access to the site as well'as the potential environ-
                                      mental impact on sensitive submerged habitat must be taken
                                      into account. The Shoreline Erosion Advisory Service is
                                      available to assist in the design of breakwaters, It is
                                      strongly recommended that this type of work be undertaken
                                      by professionals experienced in breakwater construction.




                                                Figure 16b. Rubble Mound and
                                            Gabion Basket Breakwaters (End View).





                              -----------                        M14W  -----------
                                                                                     - - -----------
                                                                                      TM ----- ----
                               ----------
                                                                 MLW   -----














                             24





                                                                       Best Management Practices



                                  Recommended Best Management Practices

                                    1. A plan of access to the proposed breakwater location
                                        should be developed. This should include precautions
                                        necessary to avoid or minimize impacts to adjoining

                                        resources.


                                    2.  A construction time table should be developed so that the
                                        staging and deployment of stone will not be unduly pro-
                                        longed. Gabion baskets should be closed and. sealed once
                                        filled. Partially filled structures should be secured until
                                        the remaining work can be completed.

                                    3.  At times, it may be desirable to artificially fill or nourish
                                        behind a breakwater to help reduce the amount of time
                                        necessary before sand begins bypassing the structure.
                                        Nourishment material should be of a grain size equal to
                                        that of native beach sand and should be contoured to
                                        approximate the cuspate shoreline which forms.



























                                                                                                25





                               Shoreline Development


















































                              26





                                                                               Best Management Practices


                                Section III

                                      Boating Facilities


                                      A. General


                                          Section 28.2-1203 of the Code of Virginia states that, it shall
                                          be unlawful for any person to build, dump, trespass or en-
                                          croach upon or over, or take or use any materials from the
                                          beds of the bays, ocean, rivers, streams, or creeks which are
                                          the property of the Commonwealth, unless such act is per-
                                          flormed pursuant to a permit.issued by the Marine Resources
                                          Commission   .............


                                          In granting or denying any permit for use of State-owned bot-
                                          tomlands and the waters overlying those lands, the Commis-'
                                          sion considers, among other things, the effect of the proposed
                                          project upon:

                                          1. Other reasonable and permissible uses of State waters
                                            and State-owned bottomlands;


                                          2. Marine and fisheries resources;


                                          3. Tidal wetlands;


                                          4. Adjacent or nearby properties; and

                                          5. Water quality.

                                          The Commission also considers the water-dependency of the
                                          project and any alternatives that are available to reduce any
                                          adverse impacts. The Commission is precluded from issuing
                                          a permit for a marina or other place where boats are moored
                                          without a se@age treatment facilities plan that has been ap-
                                          proved by the State Department of Health.


                                          While local Wetland Boards oftentimes have limited direct
                                          jurisdiction over marina projects, their consideration of the
                                          overall impact of the facility on associated wetland resources


                                                                                                           27





                                Shoreline Development


                                         is important. -Section 28.2-1302(10) of the Code, gives the
                                         16cal Board great latitude to consider a variety of factors
                                         when evaluating a project and making their determination.
                                         TTds may involve an assessment of the potential cumulative
                                         impacts associated with the marina including: pier shading,
                                         shoreline'liardening, dredging, slumping and boat wake in-
                                         duced erosion of adjoining wetland resources, and general
                                         conformity with the standards prescribed in Code. In the
                                         final analysis, approval depends on a majority of the-Board
                                         concluding that the public and private benefits of a marina
                                         outweigh the anticipated detriments expected to result from
                                         the construction, operation, and maintenance of the facility.

                                      Private vs. Community Piers

                                         Section 28.2-1203 provides a statutory exemption for certain
                                         activities within the jurisdiction of the Commission. One
                                         such exemption involves "the placement of private piers for
                                         honcommercial purposes by owners of riparian lands in the
                                         waters opposite those lands, _ provided that the piers do not
                                         extend beyond the navigation line or private pier lines estab-
                                         lished by the.Commission." The Commission requires the
                                         submission of an application on all piers in order that a deter-
                                         mination can be made by Commission staff as to the nature
                                         of the structure and its status with regard to qualifying for
                                         the statutory exemption. In general, staff utilizes the follow-
                                         ing definitions to make a determination regarding pier
                                         status.


                                         A private. pier is generally held to be an appurtenance to
                                         riparian property constructed in the waters opposite said-
                                         property whose use is noncommercial by definition -and de-
                                         signed to provide navigable access and/or mooring for the
                                         riparian owner.

                                         Noncommercial use means a pier which is for individual prop-
                                         erty owner use only, and does not support the sale of goods or

                                         services.


                                         Community piers are generally held to be an appurtenance
                                         to 6. parian property,for which ownership interest in the


                                28






                                                                        Best Management Practices


                                     property is divided between two or more property owners in
                                     the adjoining subdivision or parcel. Community piers are by
                                     definition commercial.


                                  B. Marinas


                                  General Siting Considerations

                                     1.  The physical dimensions of the water body should be
                                         compatible with the size of the marina and the type of ves-
                                         sels it is designed to accommodate. For example, a shal-
                                         low cove or basin is not an appropriate site for a deep draft
                                         sailboat marina.


                                     2.  Marinas must have sufficient upland area to provide all
                                         necessary parking, stormwater management BMP's, fuel,
                                         and sanitary facilities without filling wetlands or
                                         subaqueous bottom.

                                     3.  All marinas should be located in areas with good natural
                                         flushing to minimize the build-up of organic material and
                                         other pollutants on the bottom.

                                     4.  Marinas should not be sited close to areas of high natural
                                         resource value such as shellfish beds, SAV and areas
                                         frequented by endangered species.

                                     5.  The transfer or control of shellfish leases for the sole pur-
                                         pose of accommodating marinadevelopment is unaccept-
                                         able.


                                     6.  Projects that by their cumulative impact will result in
                                         dense concentrations of boats in one area will be critically
                                         evaluated as to their impacts on natural resources; how-
                                         ever, in densely populated areas, concentration of slips in
                                         a single facility may be justified to prevent disturbance of
                                         undeveloped shorelines.





                                                                                                 29





                                Shoreline Development


                                        7. In order to reduce discharges of 'non-point source pollution
                                           into State waters, the Commission will require the appli-
                                           cant to demonstrate how appropriate best management
                                           practices will be incorporated into both the upland develop-
                                           ment plan associated with the facility as well as the Ero-
                                           sion and Sediment Control Plan required by local
                                           government.


                                        8. The Commission may require, as a condition of any permit
                                           issued, that BMP structures be completed before any slips
                                           can be occupied. An appropriate surety bond or letter of
                                           credit may be required to ensure proper installation, stabi-
                                           lization and maintenance of E&S control structures.


                                     Specific Siting Considerations

                                        9: For community piers and marina facilities which are
                                           appurtenances to residential developments, the number
                                           of slips is not predicated on the total number of units on
                                           the property.
                                        10. The dredging of access channels should be limi@ed to the
                                           minimum dimensions necessary for navigation''and should
                                           avoid sensitive areas such as wetlands, shellfish grounds
                                           and submerged aquatic vegetation.

                                        11. Dredge'niaterial disposal areas for initial, as well as,
                                           future maintenance needs should be clearly defined and
                                           designated,

                                           Site specific stormwater management BMP's are required
                                           to minimize runoff of untr'eated sheet flow from buildings
                                           and impervious surfaces.

                                        13. A solid waste disposal and recovery plan must accompany
                                           marina development plans.

                                        14. Sanitary facilities and pumpout facilities convenient to
                                           marina users should accompany development plans.





                                                                       Best Management Practices



                                    15. Facilities incorporating boat maintenance operations shall
                                       include plans for the collection and removal of mainte-
                                       nance by-products (sand blasting material, paint chips,
                                       etc.) before effluent enters adjoining waterways. Such
                                       plans shall also make provisions for the regular mainte-
                                       nance of these structures.


                                 Recommended Best Management Practices

                                    1. The owner/operator of a marina facility must develop and
                                       implement a fuel spill contingency plan prior to slip occu-
                                       pancy. Th6 plan shall incorporate the following provisions:

                                         a. Gas pumps will be equipped with automatic back
                                             pressure cut-off valves.

                                         b.  A deployable containment boom will be stored in an
                                             easily accessible container for rapid deployment.
                                             This boom will be capable of surrounding the fuel
                                             pier and vessels in the immediate vicinity.

                                         c. Floating absorbents and equipment for retrieving the
                                             soaked material.


                                         d.  All marina personnel will be instructed in the proper
                                             deployment of the containment boom as well as emer-
                                             gency procedures in the event of a spill.


                                              (1) Confine and concentrate oil with booms.


                                              (2) Remove as much as possible -by mechanical

                                                  means.


                                              (3) Absorb and remove remainder with absorbents.


                                         e. Emergency numbers shall be prominently displayed
                                             next to a public telephone at the marina.

                                             Coast Guard                   (804) 441-3314
                                             State Water Control Board     (804) 527-5200



                                                                                               31





                                    Shoreline Development



                                                     EPA                             (215) 597-9898
                                                     VMRC                            (804) 247-2200

                                                 .f. In the event of a spill, marina operators are responsi-
                                                     ble for contacting the appropriate agencies listed
                                                     above and coordinating the recovery with all avail-
                                                     able resources including local fire and rescue.

                                            2. Where practical, zonation mooring should be employed to.
                                               limit the amount of dredging necessary and to reduce the
                                               probabi lity of degraded water quality due to poor water
                                               circulation.


                                            3. Travel lift washdown areas shall be equipped with settling
                                               basins to collect particulate matter before the effluent en-
                                               ters adjacent waterways. Provisions shall be made to
                                               clean basins on a regular basis.


                                            4. The use of open-pile piers to gain access are always recom-
                                               mended over the construction of solid fill structures.


                                            5. Where practical, piers constructed- over vegetated wet-
                                               lands should be built at an elevation above the marsh
                                               surface equal to the width of the pier plus 1 foot. Height
                                               above marsh = (width +1). A three foot minimum height
                                               is required.

                                            6. Community Pier permits shall be transferred to the condo-
                                               @minium association if and when one. is formed in conjunc-
                                               tion with the sale or lease of the proposed marina slips.
                                               Note: In the event the permit is transferred to a condomin-
                                               ium association formed to manage common, property, that
                                               association will assume responsibility for all ffiture royal-
                                               ties and conditions of the permit.









                                   32






                                                                       Best Management Practices


                                 C. Mooring Buoys

                                 Recommended Best Management Practices


                                    1. Mooring Buoys should not be located:


                                         a. on private shellfish leases or designated imblic shell-
                                            fish grounds.


                                         b. in submerged cable-crossing areas.


                                         c! in or near designated navigational channels.

                                         d. within 200 feet of a public or commercial bathing
                                            beach.


                                         e. so as to interfere with the operation of or access
                                            through any bridge.

                                         f. so as to infringe on the riparian rights of adjacent
                                            property owners.


                                  Maintenance/Reporting

                                    2. Mooring buoys will be marked and maintained in accord-
                                        ance with the "Uniform State Waterway Marking System"
                                        as approved by the U.S. Coast Guard, which requires
                                        buoys to be white with a blue stripe around the middle.


                                    3.  Mooring buoys will have their VMRC permit number
                                        affixed to the buoy (e.g. 92-1234). Permit numbers (inini-
                                        mum 1 inch) are to be placed above the water line.

                                    4.  Mooring buoys will be removed from State-owned
                                        subaqueous land within ninety (90) days afte r receiving
                                        written notification from the Commissioner or immedi-
                                        ately upon termination of personal use of the mooring
                                        device.






                                                                                               33





                               Shoreline Development




















































                               34






                                                                            Best Management Practices


                              Section IV

                                    Dredging

                                    A. General - Mechanical & Hydraulic

                                        Residential development along Virginia's riverine and
                                        estuarine shorelines continues to spur an ever increasing
                                        -demand for waterfront lots with natural, deep water access.
                                        As the demand for waterfront construction and riparian ac-
                                        cess grows, it is becoming increasingly popular for property
                                        owners living in headwater areas or along shallow coves,
                                        tidal marshes and/or tidal flats, to attempt to modify these
                                        shallow water habitats to better accommodate boating ac-
                                        cess. The result is often a proposal to dredge relatively nar-
                                        row access channels to these properties thereby adversely
                                        impacting a variety of shallow water and intertidal habitats.

                                        One of the many concerns discussed in the review process is
                                        the maintenance of existing vegetated wetland communities
                                        adjacent to proposed channels. The tendency to maximize
                                        dredging effort by going as deep and as wide as possible of-
                                        tentimes has a'devastating effect on adjacent wetlands. As
                                        largely unconsolidated non-vegetated areas slump into
                                        dredge cuts, vegetated wetlands situated too close to the cut
                                        will also slump and forever change the character and compo-
                                        sition of these wetlands. These impacts, however, can be
                                        avoided or at least minimized, through the proper applica-
                                        tion of buffer requirements.

                                        A buffer, in this sense, is generally held to be an undisturbed
                                        area adjacent to a sensitive habitat or structure. The buffer's
                                        purpose is to reduce, or cushion the direct and indirect effects
                                        of dredging by maintaining the integrity of the adjacent
                                        areas. The term "undisturbed" is used here to mean "not cut
                                        with the dredge cutter head. In the past, considerable confu
                                        sion has existed over the exact definition and extent of the
                                        buffer. Due to the nature of a dredging operation it is more
                                        often than not customary for dredge operators to achieve de-
                                        signed side slopes by the box cut method. They simply cut


                                                                                                        35





                                 Shoreline Development


                                         the base width beyond the channel design profile to a point
                                         at which slope failure (slumping) of the vertical box cut pro-
                                         duces a side slope comparable to the design profile. (Fig. 17)
                                         The extent of this encroachment'is necessarily limited to one
                                         half the distance of the design slope. This becomes the land-
                                         ward extent for intrusion with the cutter head. In general,
                                         the buffer starts at the edge of vegetated wetlands and ex-
                                         tends channelward to the landward most swing of the dredge
                                         cutter head. This distance has typically been a minimum of
                                         15 feet where dredge depths are not greater than. 5 feet.

                                         In areas where the width of the waterway far exceeds the
                                         proposed channeldesign width, the maintenance of mini-
                                         mum buffer requirements is generally not restrictive. In
                                         narrower waterways, however, it is necessary. to first con-
                                         sider buffer requirements  since these in turn dictate allow-
                                         able channel design widths and depths,.

                                         1. A minimum of 15 feet should be maintained between the
                                            top of the dredge cut, and the. vegetated wetlands. In'those
                                            areas where vbgetated wetlands are not present, a mini-
                                            mum of 15 feet must be maintained between the top of the
                                            dredge cut and the toe of the bank. This landward limit of
                                            encroachment should be flagged and inspecte&prior to
                                            construction.


                                         2. In order to lessen the possibility that dredging will have
                                            adverse effects on commercially or rec rieationally impor-
                                            tant fisheries, certain seasonal dredgipg limitations may


                                            Figure 17. Dredge Cut Section View with Buffer.



                                                                               4- Buffer



                                           @lurnping



                                         Channel
                                         Design            a to be re @e       4   Box Cut
                                         Profile      X\V^V&VAVAVA@0,\VAvAVA\vAv@\VAV&N@@\VAV&@M





                                 36






                                                                            Best Management Practices


                                          be imposed on a site specific basis. Th@se restrictions will
                                          depend in part on the sediment type, proximity of the pro-
                                          ject to shellfish areas or spawning grounds, dredging
                                          method employed, the proje6t's size, and measur     estaken
                                          to reduce turbidity, for instance:


                                            a. No dredging during the period March 1 through May
                                                31. (Anadromous Fish)


                                            b. No dredging during the months of July, August, Sep-
                                                tember, December, January and February. (Oysters)

                                            c. No dredging during the months of December, Janu-
                                                ary, February and March. (Crabs)

                                      3. Individuals wishing to perform- dredging should submit a
                                          dredge material handling plan incorporating the following
                                          components:


                                            a.  Plan and section view drawings of the disposal area
                                                including dimensions and material composition of the
                                                proposed berm, and spillway. The disposal area
                                                should be properly prepared to receive and contain
                                                the fill before the start of dredging.

                                            b.  A determination of the capacity of the proposed dis-
                                                posal site incorporating the following sizing i-equire-
                                                ments. Generally, hydraulic disposal areas should be
                                                sized to accommodate three (3) times the volume of
                                                material proposed to be dredged. This practice al-
                                                lows for the necessary settling of suspended material
                                                without unduly interrupting the pumping process. A
                                                minimum two (2) foot freeboard for Anal design eleva-
                                                tions within the basin is recommended. Mechanical
                                                dredging operations generally require less storage
                                                capacity due'to the significant decrease in water
                                                volume.






                                                                                                         37





                                   Shoreline Development



                                                c.  Detailed pipeline support and maintenance informa-
                                                    tion needs to be supplied with hydraulic operations
                                                    proposing to pump over adjacent wetland areas.
                                                    Such information should include the method of pipe-
                                                    Jine deployment, location of booster pumps (if nece  Is-
                                                    sary), and a plan for restoring impacted areas to
                                                    preconstruction contours. and conditions..

                                                d.  Mechanism employed to de-water dredged material.
                                                    Pipeline outfalls. and spillways should bellocated at
                                                    opposite ends of the containment area to allow for
                                                    maximum retention and settling time. Weirs and/or
                                                    baffles may be utilized to aide settling. Spillboxes,
                                                    spillways, and risers should be constructed of metal.
                                                    Wooden outfall. structures are generally not suitable.

                                                e.  Clamshell and/or dragline operations need to identify
                                                    the loading/olb@-Ioading points for transporting dredge
                                                    material. Precautions need to be established to pre-
                                                    vent further despoliation to surrounding, wetlands
                                                    and subaqueous   bottom.

                                           4. All dredging will be done so as to minimize bottom distur-
                                               bances or turbidity increases which tend to degrad e* water
                                               quality and damage aquatic life.

                                           5.  The deposition of dredged material on shore and all earth-
                                               work operations on shore will be carried out in such a way
                                               as to minimize erosion of the material and prevent its
                                               reentry into adjacent wetlands, or waters of the Common-
                                               wealth.


                                           -6. Any vegetated wetland disturbed during construction will
                                               be restored to preconstruction contours and conditions.

                                           7.  Dredge depths are dictated by the proposed use of the
                                               waterway and controlling water depths outside the area to
                                               be dredged. Where possible, zonation dredging should be
                                               utilized to minimize the amount of dredged material.


                                   38





                                                                      Best Management Practices



                                   8. Over-dredging to reduce the frequency of maintenance
                                      dredging should not exceed an additional I foot and the
                                      need for over-dredging should be based on the expected
                                      rate of sedimentation at the dredge site. If authorized,
                                      over-dredge allowanceswill be explicitly stated in permit
                                      documents and should not to be assumed.

                                   9. Dredging for proposed small craft channels should be no
                                      more than one foot deeper than 'adjacent natural water
                                      bodie!@ and only as wide as necessary to avoid creating
                                      circulation and flushing problems. Dredging to depths
                                      deeper than the nearest channel can create stagnant 'condi-
                                      tions which can lead to decreased oxygen levels, unpleas-
                                      ant odors and the death of local marine resources.


                                   10. The dredging of shellfish areas, beds of submerged aquatic
                                      vegetation and other highly productive areas is generally
                                      prohibited.

                                   11. Overboard disposal of dredgod material into tidal waters
                                      is generally not permitted.


                                        a. When overboard disposal is authorized, areas to be
                                           used for placement of the material will be located to
                                           minimize impacts on commercially important bottom
                                           dwelling organisms such as oysters and clams, sub-
                                           merged aquatic vegetation, wetlands and other pro-
                                           ductive shallow water habitats.


                                        b. Overboard disposal areas should be properly shaped
                                           and positioned to reduce scour and. sedimentation.

                                   12. Quality dredge material may be used for beach replenish-
                                      ment at various public beaches in Virginia where natural
                                      sources of sand supply are inadequate. See "Criteria for
                                      the Placement of Sandy Dredge'Material Along Beaches in
                                      the Commonwealth."






                                                                                               39





                                  Shoreline Development


                                          13. Sand Mining   See Sand Mining Regulations for Addi-
                                             tional Information


                                       B. Beach Nourishment


                                          1. Jn accordance With the Criteria for the Placement of Sandy
                                             Dredged Material along Beaches of the Commonwealth,
                                             the following general criteria should be used to determine
                                             candidate projects suitable for detailed evaluation:

                                               a. Dredge projects with a total volume greater than
                                                  7,500 cubic yards and with a reasonable expectation
                                                  that suitable beach nourishment material is present
                                                  in the dredge material;

                                               b. Beaches are located within proximity of the dredge
                                                  site with a demonstrated need and capacity for ac-
                                                  cepting all or part of the available material;

                                               c. The political subdivision within which the potential
                                                  placement site is locate& has expressed an interest in
                                                  obtaining nourishment material;


                                               d. Applicants will be required to undertake the research
                                                  necessary to locate private property owners willing to
                                                  accept the material if no publicly owned shoreline is
                                                  .in reasonable proximity;.

                                               e. When beach nourishment is incorporate  d into a
                                                  dredging project, a comprehensive subsurface investi-
                                                  gation plan is required including sufficient borings to
                                                  determine the limits of sand deposits.


                                          2. Every reasonable effort will be made to minimize destruc-
                                             tion of submerged aquatic vegetation in the proximity to
                                             the beach nourishment sites authorized for placement of
                                             suitable material.






                                  40






                                                                     Best Management Practices


                          Section V


                                Instream Work


                                General


                                In addition to having regulatory authority over activities within
                                tidal waters and along the shorelines within the Common-
                                wealth, the Marine Resources Commission also has jurisdiction
                                over the beds of all non-tidal, perennial'rivers, creeks and
                                streams throughout Virginia. In many western areas this is not
                                widely known, but through contact with other Sta te agencies,
                                such as the Department of Environmental Quality, the Depart-
                                ment of Conservation and Recreation, and the Department of
                                Game and Inland Fisheries, the regulated public is becoming
                                more informed of the Commission's responsibility over activities
                                in these waterways.

                                Pipeline, powerline, bridge, and aerial crossings, stream chan-
                                nelization, and dams for creating stormwater management' im-
                                poundments are examples of the types of activities which the
                                Commission regularly reviews in cooperation with other State
                                and Federal agencies prior to permit issuance. The excavation
                                or mining of sand from jurisdictional river and stream beds also
                                comes under VMRC review and specific regulations are cur-
                                rently being promulgated to address the environmental issues
                                related to these activities.


                                The main goals in reviewing projects involving instream work
                                are to prevent the loss or deterioration of aquatic habitat, mini-
                                mize water quality impacts, maintain or improve ambient flow
                                rates, and preserve the natural contours and conditions -of the
                                stream bed and adjoining stream bankg to the greatest extent
                                possible. Advice and guidance on appropriate construction tech-
                                niques which achieve these goals are offered through the Depart-
                                ment of Conservation and Recreation's Division of Soil and
                                Water Conservation as well as the Department of Environ-
                                mental Quality and the Department of Game and Inland Fisher-
                                ies. The Commission also works closely with the field offices of
                                these agencies, which in most cases are geographically closer to



                                                                                              41






                                     Shoreline Development



                                          western sites and generally contain first-hand information of
                                          site-specific concerns regarding proposed work within a particu-
                                          lar waterway. The Best Management Practices listed below will
                                          give the applicant an idea of some general conditions which may
                                          be imposed on a permitteeto ensure- compliance with stated
                                          goals.

                                          Recommended Best Management Practices

                                             1. All interests of the Commonwealth over the original
                                                streambed shall be transferred to the new streambed upon
                                                completion of a channelization project.

                                             2. Prior to diverting an existing water course into a new
                                                channel, all proposed channelization work, including slope
                                                stabilization, shall be completed.

                                             3. New channel construction should recreate the pre-existing
                                                stream conditions including strearobed widths, streambed
                                                depths, stream meanders, pools and riffles, and existing
                                                streambed cover in the new channel. This includes the
                                                construction of a low-flow channel within the confines of
                                                the new channel whereby low normal flows shall be more
                                                confined than flood stream flow.


                                             4. Instream construction activities shall be accomplished
                                                within cofferdams constructed of non-erodible materials in
                                                such a manner that no more than half the width of the
                                                waterway shall be obstructed at any point in time in order
                                                to minimize instream habitat disturbances and water
                                                quality degradation.

                                             5. Cofferdams and any excess material will be removed to
                                                approved upland areas upon completion of construction,
                                                and the streambed and banks shall be restored to pre-ex-
                                                isting contours and conditions.






                                     42






                                                                        Best Management Practices


                                    6. To the greatest extent possible, construction shalf be per-
                                       formed during low-flow conditions and during the period
                                       June 1 through September 30.

                                    7. Virginia's Best Management Practices for silt and erosion
                                       control will be followed throughout construction for stabili-
                                       zation ofadjacent upland.

                                    8. If blasting is necessary, the Marine Resources Commission
                                       shall be notified a week prior to the blasting to permit
                                       agency representatives to observe the operation.

                                    9. All areas of State-owned bottom and adjacent lands dis-
                                       turbed by instream work shall be restored to their original
                                       contours and natural conditions within ten (10) days from
                                       the date of coinpletion of instream work. All excess mate-
                                       rial shall be removed to an upland site and contained in
                                       such a manner as to prevent it's reentry into State waters.

                                    10. Where practical, new overhead crossings should be located
                                       at or near existing crossings.

                                    11. Where practical, overhead structures should be designed
                                       in such a manner that instream activity is minimized or
                                       eliminated.


                                    12. Directional drilling is a preferred alternative to trenching
                                       and backfilling. Where directional drilling is deemed to be
                                       a possible alternative but is not being utilized, sufficient
                                       documentation will need to be provided to explain why di-
                                       rectional drilling is not being employed.

                                    13. The pouring of wet concrete within State waters is discour-
                                       aged because of the documented adverse impact on
                                       aquatic resources.

                                    14. In order to lessen the possibility of dredging having ad-
                                       verse effects on commercially or recreationally important
                                       fisheries, certain seasonal dredging limitations may be



                                                                                                 43






                                 Shoreline Development


                                            imposed on a site specific basis. These restriction will de-
                                            pend in part on the sediment type, proximity of the project
                                            to shellfish areas or spawning grounds, dredging method
                                            employed, the project's size, and measures taken to reduce
                                            turbidity.

                                              a. No dredging during the period March through May
                                                 31. (Anadromous Fish)












































                                 44






                                                                      Best Management Practices


                           Section VI

                                 Glossary

                                 BEACH - The shoreline zone comprised of unconsolidated sandy
                                      material upon which there is a mutual interaction of the
                                      forces of erosion, sediment transport and deposition that
                                      extends from the low water line landward to where there is
                                      a marked change in either material composition or physiog-
                                      raphic form such as a dune, bluff, or marsh, or where no
                                      such change can be identified, to the line of woody vegeta-
                                      tion, or the nearest impermeable manmade structure.

                                 BMP - Best Management Practice. In general, BMP's ate meas-
                                      ures that have the combined effect of helping to ensure
                                      project integrity for the design life of the project while mini-
                                      mizing the potential adverse impacts associated with con-
                                      struction and maintenance.

                                 BOX CUT - The physical profile of a dredge cut. Typically,
                                      areasF are box cut with a hydraulic cutter head or mechani-
                                      cal clam shell and adjoining undisturbed sediments will
                                      slump into the box cut area in an attempt to reach a more
                                      stable slope. Generally, the finer the gain size of the sedi-
                                      ments, the flatter the slope.

                                 BULKHEAD - A vertical structure or partition, usually running
                                      parallel to the shoreline, for the purpose of retaining up-
                                      land soils while providing protection from wave action.

                                 CHANNEL DESIGN PROFILE - The proposed section view of a
                                      dredged area after slumping. Usually including side slopes
                                      of 2:1 or 3:1.


                                 COASTAL PRIMARY SAND DUNE - A mound of unconsoli-
                                      dated sandy soil which is contiguous to mean high water,
                                      Whose landward and lateral limits are marked by a change
                                      in grade from ten percent or greater to less than ten per-
                                      cent and upon which is growing as of July one, nineteen



                                                                                               45





                                   Shoreline Development


                                              hundred eighty, or grows thereon subsequent thereto, any
                                              one or more of the following plant species: American beach
                                              grass; beach heather; dune bean; dusty miller;,saltmeadow
                                              hay; seabeach'sandw'ort; sea oats; sea, rocket; seaside gold-
                                              enrod; and short dune grass. The following localities are
                                              currently authorized to adopt the coastal primary sand
                                              dune ordinance: the counties of Accomack, Lancaster,
                                              Mathews, Northampton, and Northumberland, and the
                                              Cities of Hampton, Norfolk, and Virginia Beach.

                                         COMMISSION - Virginia Marine Resources Commission: A nine
                                              member citi  zen board appointed by the governor and
                                              chaired by a Commissioner who serves a dual role as
                                              agency head.

                                         DREDGE BUFFER - An undisturbed area adjacent to a sensi-
                                              tive habitat or structure. Generally,'the buffer starts at
                                              the edge of a vegetated wetland and extends channelward
                                              to the landward most swing of the dredge cutter head.
                                              This distance has typically been a minimum of 15 feet. The
                                              term "undisturbeT is used here to mean 'not cut with the
                                              dredge cutter head."

                                         DREDGED MATERIAL - The material removed from a channel
                                              bottom or other water body during a dredging operation.

                                         FRESH WATER - Water containing no appreciable@ salt, usually
                                              less than 0.5 parts per thousand.

                                         GABION - A container filled with stone, brick or other material
                                              to give it a weigtit suitable for use in revetments or break-
                                              waters. in the marine environment, usually r@ade of galva-,
                                              nized steel wire mesh with a PVC coating.

                                         GROIN - A shore protection structure'built pe   rpendicular to
                                              shore to trap sand moving along the shoreline in order to
                                              accrete sand and thus retard erosion of-the shore.

                                         JETTY - A structure extending into a body of water designed to
                                              prevent shoaling of a channel.




                                    46






                                                                           Best Management Practices


                                   KNEE BRACING - Piles secured to the bulkhead extending
                                        channelward from the face to provide increased stability in
                                        situations where the proper application of deadmen is not
                                        possible.

                                   LITTORAL PROCE      SS - Those physical features and charac-
                                        teristics of the, intertidal area which determine the type of
                                        shoreline present.

                                   LOW PROFILE GROIN - Low profile groins are structures with
                                        a terminal elevation at mean low water extending land-
                                        ward to an elevation of 1 foot above-mean high water, with
                                        the landward terminus extending into upland to reduce
                                        flanking.

                                   MEAN HIGH WATER (MHW) - The average height of high
                                        waters over a ninetee* year period.

                                   MEAN LOW WATER (MLW) - The average height of low waters
                                        over a nineteen year period.

                                   MEAN TIDE RANGE - The vertical distance between mean
                                        high water and mean low water.

                                   OVERBOARD DISPOSAL - The practice of placing dredged
                                        material on subaqueous bottom in lieu of upland disp     osal.

                                   PIERS -
                                        A PRIVATE PIER is generally held to be an appurtenance
                                              to riparian property constructed in the waters oppo-
                                              site said property whose use is noncommercial by
                                              definition and designed to provide navigable access
                                              and/or mooring for the riparian owner.
                                        NONCOMMERCIAL use means a pier which is for individ-
                                              ual property owner use only, and does not support the
                                              sale of goods or services.
                                        COMMUNITY PIERS are generally held to be an appurte-
                                              nance to riparian property for which ownership inter-
                                              est in the property is divided between two or more
                                              property owners in the adjoining subdivision or par-
                                              cel. Community piers are by definition commercial.




                                                                                                      47





                                      Shoreline Development



                                            PRESSURE TREATED - The process whereby wood in impreg-
                                                  nated with certain chemicals to reduce or retard invasion
                                                  by wood destroying organisms.

                                            REACH - A discrete portion of a river, stream or creek some-
                                                  what homogeneous in its physical characteristics and upon
                                                  which there is mutual interaction of the forces of erosion,
                                                  sediment transport, land accretion.

                                            RIPRAP - Stone that is hard and angular and of such a quality
                                                  that it will not disintegrate on exposure to water or weath-
                                                  ering and it shall be suitable in all other respects for the
                                                  purpose intended. No individual armor unit should be
                                                  longer than three times its minimum dimension.

                                            SEDIMENT BARRIERS - Structures placed at the toe of a slope
                                                  or in a drainageway to intercept and detain sediment and
                                                  decrease flow velocities from drainage areas of limited size,
                                                  Barriers may be constructed using posts and filter fabric
                                                  properly anchored at the base and/or straw     'bales staked in
                                                  place end to end or any combination of the two.

                                            SHEET PILE -',Typically, a wooden plank or steel sheet used in
                                                  the construction of bulkheads and groins.

                                            SLOPE - Degree of devi@tion of a surface from the,horizontal;
                                                  measured as a numeric ratio, percent, or in degrees. Ex-
                                                  pressed as a ratio, the first number is the horizontal dis-
                                                  tance (run) and the second is the vertical distance (rise), as
                                                  2: 1. A 2: 1 slope is a 50 percent slope. (Slope is actually de-
                                                  fined as rise/run (1:2 or 1:3), but is generally referred to as
                                                  run/rise.)

                                            SUBMERGED LANDS - Those ungranted lands beneath the
                                                  tidal waters of the Commonwealth extending -seaward from
                                                  the mean low water mark to the 3 mile limit (Territorial
                                                  Sea) and including nontidal freshwater subaqueous bottom-
                                                  lands; or lands beneath freshwaters extending channel-                  f
                                                  ward from the ordinary high water mark. The upper limit
                                                  of VMRC jurisdiction, at the present time, is considered to.



                                      48






                                                                       Best Management Practices



                                       be where waterways reach a minimum average annual
                                       flow rate of five (5) cubic feet per second.

                                 TIME OF YEAR RESTRICTIONS - Restrictions which limit
                                       bottom disturbing activity during periods of heightened
                                       sensitivity for certain aquatic organisms.

                                 WALER - A wooden plank used in bulkhead construction to help
                                       support sheet piles.
                                                        I
                                 WEEP HOLES - Holes placed in the face of a bulkhead at regu-
                                       lar intervals to allow water to seep from behind the struc-
                                       ture and reduce excessive back pressure caused by the
                                       weight of the water.
                                 WETLANDS - Tidal wetlands, as defined in Section 28.2-1300 of
                                       the Code of Virginia, means both vegetated and nonvege-
                                       tated wetlands. -
                                       VEGETATED WETLANDS - Lands lying between and con-
                                            tiguous to mean low water and an elevation above
                                            mean low water equal to one and one-half times the
                                            mean tide range at the site of the proposed pro-
                                            j ect ....... upon which is growing any one of the 37
                                            plant species identified in Code.
                                       NONVEGETATED WETLANDS - Unvegetated land lying
                                            contiguous to mean low water, and between mean low
                                            water and mean high water, including those'unvege-
                                            tated areas of Back Bay and the North Landing River
                                            subject to flooding by normal and wind tides.

                                       FEDERAL DEFINITION: Areas that are -inundated or
                                            saturated by surface or ground water at a frequency
                                            and duration, sufficient to support, and that under
                                            normal circumstances do support, a prevalence of
                                            vegetation typically adapted for life in saturated soil
                                            conditions.
                                 WETLANDS BOARD - A board created pursuant to Section 28.2-
                                       1303.

                                 ZONATION - The practice of terracing depth requirements such
                                       that shallow draft vessels are moored closer to shore while
                                       deeper draft vessels are located progressively more chan-
                                       nelward.



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