Section .0100 ‑ General Provisions

Link to law: http://reports.oah.state.nc.us/ncac/title 15a - environmental quality/chapter 02 - environmental management/subchapter k/subchapter k rules.html
Published: 2015

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SUBCHAPTER 2K ‑ DAM SAFETY

 

SECTION .0100 ‑ GENERAL PROVISIONS

 

 

15A NCAC 02K .0101       DEFINITIONS

15A NCAC 02K .0102       DAM SAFETY ORDERS

 

History Note:        Authority G.S. 143‑215.25; 143‑215.32;

143‑215.34;

Eff. January 22, 1977;

Amended Eff. November 1, 1978;

Repealed Eff. June 15, 1980.

 

 

15A NCAC 02K .0103       PURPOSE

The rules and regulations contained in this Subchapter are

intended to carry out the purposes of the Dam Safety Law of 1967, as expressed

in G.S. 143‑215.24 which authorizes the implementation of a dam

inspection and certification program in the interest of public health, safety

and welfare.

 

History Note:        Authority G.S. 143‑215.31; 143‑215.34;

Eff. June 15, 1980.

 

 

 

15A NCAC 02K .0104       DEFINITIONS

As used in this Subchapter, the following terms have their

stated meaning:

(1)           "Applicant" means any person who has

notified the department that he or she desires to construct, repair, alter, or

remove a dam and requests approval by the department.

(2)           "Appurtenance" means an accessory or

integral subordinate structure associated with a dam, such as a spillway,

conduit, walkway, valve, control gate, etc.

(3)           "Articulation" means provisions for safe

movement at the joint or juncture of sections of conduit.

(4)           "As‑built plans" means drawings,

photographs, test data, and descriptions that clearly and accurately define the

dam and its appurtenances after all construction is completed.

(5)           "Conduit" means a natural or artificial

channel or pipe through which water or other fluid is conveyed.

(6)           "Critical circle" means the circle with

the lowest factor of safety against mass movement in a circular arc analysis of

slope stability.

(7)           "Critical failure wedge" means the mass

or block having the lowest factor of safety against mass movement in an

analysis of slope stability along planar surfaces.

(8)           "Director" means the Director of the Division

of Energy, Mineral, and Land Resources, North Carolina Department of Natural

Resources and Community Development.

(9)           "Equipotential lines" means lines which

represent points of equal energy level or head in a flow net.

(10)         "Factor of safety" means the ratio of the

forces or moments resisting mass movement to the forces or moments tending to

produce mass movement.

(11)         "Flow lines" means lines which represent

the direction of flow in a flow net.

(12)         "Flow net" means a graphical

representation of flow lines and equipotential lines.

(13)         "Hazard potential" means the probable

damage that would occur if the structure failed, in terms of loss of human life

and economic loss or environmental damage.

(14)         "Maintenance plan" means written

instructions prepared by the engineer that prescribe the proper servicing and

repair of mechanical equipment, appurtenances, spillways, vegetative cover, and

other aspects related to the safety of the dam.

(15)         "Owner" means the individual or

association of individuals owning the property on which the dam exists or is to

be constructed, and the persons financially responsible for the construction.

(16)         "Phreatic surface" means the free‑water

surface of a zone of seepage; it is represented by the uppermost flow line, or

seepage line, in a flow net.

(17)         "Qualified engineer" means a professional

engineer legally qualified to practice in North Carolina pursuant to Chapter

89C of the General Statutes of North Carolina, and having appropriate specialty

expertise for the particular dam engineering problem with which he is involved.

(18)         "Qualified geologist" means an earth scientist

experienced in applied geology with respect to the interaction of lithologies,

soils, and geologic structures with dams and impoundments, who can provide

professional credentials such as certification by the American Institute of

Professional Geologists or registration as a geologist in the United States.

(19)         "Quality control" means that combination

of testing, observation, and monitoring provided during construction to confirm

that requirements stated or depicted in the plans and specifications are being

achieved.

(20)         "Rapid drawdown" means removal of liquid

from a reservoir at a rate that is significantly faster than the rate of

drainage of the materials composing the portions of the reservoir exposed by

the fluid removal.

(21)         "Seepage" means the movement of water in a

porous material and the water exiting at the visible surface of the material.

(22)         "Sliding base analysis" means an analysis

of the safety of a structure against lateral movement along its foundation.

(23)         "Waste treatment and mine refuse dam"

means a structure for impounding, restraining, storing, or disposing of

liquids, slurries, or materials capable of liquification, produced from

industrial, commercial, municipal, agricultural, or mining activities.

(24)         "Construction" means any action, other

than by natural causes, that creates a structure capable of impounding water or

other liquids, or which increases the impoundment capacity of an existing

structure.  For the purposes of 15A NCAC 2K .0222, it shall also mean the

reduction of the height or impoundment capacity of a dam when the effect of

such reduction will be to exempt the dam from the North Carolina Dam Safety Law

of 1967.

 

History Note:        Filed as a Temporary Amendment Eff.

November 1, 1990 For a Period of 180 Days to Expire

on April 29, 1991;

Authority G.S. 143‑215.25; 143‑215.31;

Eff. June 15, 1980;

Amended Eff. July 1, 1988; November 1, 1984;

ARRC Objection Lodged November 14, 1990;

ARRC Objection Removed December 20, 1990;

Amended Eff. August 1, 2012 (see S.L. 2012-143, s.1.(f));

January 1, 1991.

 

 

 

15A NCAC 02K .0105       CLASSIFICATION OF DAMS

(a)  For the purposes of this Subchapter, dams shall be

divided into three classes, which shall be known as class A (low hazard), class

B (intermediate hazard), and class C (high hazard):

(1)           Class A includes dams located where failure

may damage uninhabited low value non‑residential buildings, agricultural

land, or low volume roads.

(2)           Class B includes dams located where failure

may damage highways or secondary railroads, cause interruption of use or

service of public utilities, cause minor damage to isolated homes, or cause

minor damage to commercial and industrial buildings.  Damage to these

structures will be considered minor only when they are located in back water

areas not subjected to the direct path of the breach flood wave; and they will

experience no more than 1.5 feet of flood rise due to breaching above the

lowest ground elevation adjacent to the outside foundation walls or no more

than 1.5 feet of flood rise due to breaching above the lowest floor elevation

of the structure, the lower of the two elevations governing.  All other damage

potential will be considered serious.

(3)           Class C includes dams located where failure

will likely cause loss of life or serious damage to homes, industrial and

commercial buildings, important public utilities, primary highways, or major

railroads.

(b)  Classifications shall be proposed by the design

engineer and are subject to approval by the Director.

(c)  Probable future development of the area downstream from

the dam that would be affected by its failure shall be considered in

determining the classification.

(d)  Dams will be subject to reclassification if the

Director determines that the hazard potential has changed.  Non‑structural

provisions of adequately demonstrated effectiveness and reliability such as

flood plain zoning, and early warning systems may be considered by the Director

in making this determination.

(e)  When dams are spaced so that the failure of an upper

dam would likely fail a lower dam, the consequence of the lower dam's failure

shall be a determining factor for the upper dam's hazard classification.

(f)  In assigning a hazard classification where a bridge or

roadway is the only damageable property below a dam, consideration shall be

given to the possibility of loss of human life, indirect economic impact

through loss of service, and direct cost of damage to the bridge or roadway.

 

History Note:        Authority G.S. 143‑215.31; 143‑215.34;

Eff. June 15, 1980.

 

 

 

 

SECTION .0200 ‑ OBTAINING APPROVAL FOR DAM CONSTRUCTION:

REPAIR:OR REMOVAL

 

15A NCAC 02K .0201       APPLICATIONS

(a)  Any person(s) who proposes to construct, repair, alter

or remove a dam must file with the Director a statement concerning the location

of the dam, including the name of the stream and county, height, purpose, and

impoundment capacity, 10 days before start of construction.  If the Director

determines that the proposed dam is exempt from the law, the applicant will be

notified and he may then proceed with the construction.

(b)  If the Director determines that the proposed dam is not

exempt from the Dam Safety Law of 1967, the applicant will be so notified

within 10 days of receipt of the statement described in (a) of this Rule and

construction may not commence until a full and complete application has been

filed and approved.  This application must be filed at least 60 days before the

proposed start of construction:

(1)           When an application to construct a dam has

been completed pursuant to Subsection (a) of this Rule, the department shall

refer copies of the completed application papers to the Department of Human

Resources, the Wildlife Resources Commission, the Department of Transportation,

and such other state and local agencies as it deems appropriate for review and

comment.

(2)           Before commencing the repair, alteration,

or removal of a dam, application shall be made for written approval by the

department, except as otherwise provided by this Subchapter or in accordance

with G.S. 143‑215.27(b).  The application shall state the name and

address of the applicant; shall adequately detail the changes it proposes to

effect; and shall be accompanied by maps, plans, and specifications setting

forth such details and dimensions as the department requires. The department

may waive such requirements in accordance with G.S. 143‑215.27(a).  The

application shall give such other information concerning the dam and reservoir

required by the department concerning the safety of any change as it may

require, and shall state the proposed time of commencement and completion of

the work.  When an application has been completed, it may be referred by the

department for agency review and report as provided by G.S. 143‑215.26(b)

in the case of original construction.

(c)  The application for any dam shall include a preliminary

report. (Filing of the preliminary report prior to filing the final design

report, early in the site investigation and design schedule, is encouraged to

assure the state's concurrence with the hazard classification, site

investigation, and design concept.  This is especially encouraged for class C

dams.)  The preliminary report shall be filed with the application and shall

include the following information:

(1)           a general description of the dam and

appurtenances and a proposed classification as set forth in Rule .0105 of this

Subchapter; The description shall include a statement of the purpose for which

the dam is to be used;

(2)           a description of properties located below

the dam including number of homes, buildings, roads, utilities, and other

property that, as determined by the engineer, would be endangered should

failure of the dam occur;

(3)           maps showing the location of the proposed

structure that include the county, location of state roads, access to site, and

outline of the reservoir; aerial photographs or USGS maps may be used;

(4)           preliminary drawings or sketches that

include cross‑sections, plans and profiles of the dam, proposed pool

levels, and types of all spillways;

(5)           preliminary design criteria and basis for

selection including a description of the size, ground cover conditions, and

extent of development of the watershed, drainage area, spillway design storm,

geology and geotechnical engineering, assumptions for the foundation and

embankment materials, and type of materials to be used in the principal

spillways(s).

(d)  The Final Design Report.  A "Certificate of

Approval" to construct will not be issued until the final design report is

received and approved.  The preliminary report as described in (c) of this Rule

and the final design report may be submitted as one document.  The final design

report shall include:

(1)           a report of the investigation of the

foundation soils or bedrock and the borrow materials, including the location of

borrow areas, that are to be used to construct the dam;

(2)           criteria to indicate that the dam will be

stable during construction and filling and under all conditions of reservoir

operations;

(3)           computations indicating that the dam is

safe against overtopping during occurrence of the inflow design flood and wave

action; Wave action need not be considered when the design flood is based on

the probable maximum precipitation (pmp);

(4)           criteria, design data or references to

indicate that seepage flow through the embankment, foundation, and abutments

will be controlled so that no internal erosion will take place and so there

will be no sloughing in the area where the seepage emerges;

(5)           calculations and assumptions relative to

design of the spillway(s);

(6)           provision to protect the upstream slope,

crest, and downstream slope of earth embankments and abutments from erosion due

to wind and rain;

(7)           other design data, assumptions, and

analysis data pertinent to individual dams and site conditions;

(8)           a proposed construction schedule;

(9)           a proposed filling schedule for the

reservoir;

(10)         a maintenance and operation plan;

(11)         the estimated design life of the dam and the

reservoir;

(12)         provision for maintaining minimum stream

flow requirements.

(e)  The Plans and Specifications.  Five sets of plans and

specifications must be submitted.  The plans shall be a detailed engineering

design that consists of drawings and specifications and that include the

following as a minimum:

(1)           Sheet one shall show the name of the

project; name of owner; hazard classification of the dam; designated access to

the project; and location with respect to highways, roads, streams, and any

dam(s) that would affect or be affected by the proposed structure;

(2)           Maps shall be included showing the drainage

area and outline of the reservoir and the ownership of properties covered by

the reservoir or flood pool;

(3)           Geologic investigation, cross‑section,

profiles, logs of borings, location of borrow areas, drawings of principal and

emergency spillways, and other additional sheets shall be included and drawn in

sufficient detail to clearly indicate the extent and complexity of the work to

be performed;  The degree of detail required shall be determined by the

applicable provisions of Rules .0204 through .0212 of this Section;

(4)           The technical provisions, as may be

required, to describe the method of construction and quality control for the

project;

(5)           Special provisions, as may be required, to

describe technical provision needed to ensure that the dam is installed

according to the approved plans and specifications;

(6)           General provisions that specify the rights,

duties, and responsibilities of the applicant, applicant's engineer and builder

and the prescribed order of work.

(f)  The Director, within 60 days following receipt of a

completed application, shall notify the applicant, by mail, that the

application is either approved or disapproved.  An approved application shall

conform to the requirements of Rule .0202 of this Section.

 

History Note:        Authority G.S. 143‑215.26,

143-215-2; 143-215.31;

Eff. June 15, 1980.

 

15A NCAC 02K .0202       CERTIFICATE OF APPROVAL

(a)  Approval of construction, repair, alteration, or

removal of a dam will be contained in a certificate called a "Certificate

of Approval" to be issued by the Director.  A Certificate of Approval is a

letter from the Director constituting approval subject to written general

stipulations and specific written stipulations deemed necessary by the Director

on a case by case basis.

(b)  No construction shall be performed until the

certificate is issued. The Certificate of Approval period shall be valid for

the construction schedule specified in the approved final design report. 

Construction must commence within one year after the certificate is issued.

(c)  Notice by registered or certified mail shall be given

to the Director at least 10 days before construction is commenced.  When

repairs are necessary to safeguard life and property, they may be started

immediately; but the department shall be notified forthwith of the proposed

repairs and of the work under way, and they shall be made to conform to its

orders.

(d)  If construction does not commence within one year after

the certificate of approval is issued, the certificate shall expire and a new

application shall be submitted.  Upon written application and for good cause

shown, the Director may extend the time for commencing construction.

(e)  Certificates of Approval are revocable in the event

that the terms of the certificate, including the written stipulations and those

terms stated in G.S. 143‑215.23, are violated or in the event that

conditions develop during construction that are hazardous to life and

property.  If the certificate is revoked due to development of hazardous

conditions, the Director will issue an order requiring the owner or owners of

the dam to make at his or their expense maintenance, alterations, or removal as

deemed necessary within a time limited by the order; provided, any dam covered

by a certificate issued under this Rule is considered to be within the

definition of dams in G.S. 143‑215.25 and .0104 of this Subchapter.

(f)  Certificates of Approval are revocable in the event

that the approved construction schedule is deviated from without prior written

approval of a substitute construction schedule submitted in writing. Such

approval of a substitute construction schedule shall be in the form of an

Addendum to the Certificate of Approval to be issued by the Director.

 

History Note:        Authority G.S. 143‑215.26,‑27,‑31;

Eff. June 15, 1980.

 

 

 

15A NCAC 02K .0203       PROFESSIONAL ENGINEER REQUIREMENTS

The design, preparation of the plans and specifications,

inspection of the construction of or on the dam, and certification that the dam

was constructed, repaired, altered, or removed according to the plans approved

by the Director and that the dam or its remains are safe shall be done by a

legally qualified engineer and shall bear his professional seal unless exempted

under the provisions of G.S. 89C‑25.

 

History Note:        Authority G.S. 143‑215.29,‑31;

Eff. June 15, 1980.

 

 

 

15A NCAC 02K .0204       INVESTIGATIONS

(a)  General.  The applicant shall be required to complete

all investigations prior to submission of the final plans and application. The

scope and the degree of precision that will be required for a specific project

will depend on the conditions of the site and the hazard created by the

proposed structure.

(b)  Foundations and Abutments.  The foundation and

abutments investigation shall consist of borings, test pits, and other

subsurface exploration necessary to assess the soil, rock, and groundwater

conditions.  Geologic profiles and a geologic report prepared by a qualified

geologist may be required for class B dams and shall be required for class C

dams.

(c)  Construction Materials.  Specifications for

construction materials shall establish minimum acceptance criteria so that

design properties are achieved.  If the use of on site borrow materials is

specified, exploration, testing, and calculations should be performed to

indicate that there are sufficient quantities of material available that meet

the design criteria.

(d)  Surveys.  Surveys shall be made with sufficient

accuracy to locate the proposed construction and to define the volume of the

storage in the reservoir.  The downstream area shall be investigated in order

to delineate the area of potential damage in case of failure.  Locations of

centerlines, and other horizontal and vertical control points, shall be shown

on a map of the site.

(e)  Hydrologic Investigation.  The drainage area shall be

determined. Both present and projected future land use shall be considered in

determining the runoff characteristics of the drainage area.  The most severe

of these two conditions shall be used in the design.  All hydrologic

assumptions and design calculations shall be included in the report.

 

History Note:        Authority G.S. 143‑215.26,‑27,‑31;

Eff. June 15, 1980.

 

 

 

15A NCAC 02K .0205       SPILLWAY DESIGN

(a)  All dams shall have a spillway system with capacity to

pass a flow resulting from a design storm indicated in (e) of this Rule for a

hazard classification appropriate for the dam, unless the applicant provides calculations,

designs, and plans to show that the design flow can be stored, passed through,

or passed over the dam without failure occurring.

(b)  A vegetated earth or unlined emergency spillway will be

approved when computations indicate that it will pass the design storm without

jeopardizing the safety of the structure.  The risk of recurring storms,

excessive erosion, and inadequate vegetative cover will be considered

acceptable in such a spillway when its average frequency of use is predicted to

be no more frequent than once in 25 years for existing class B and for class A

dams except for small class A dams designed in accordance with all design 

criteria established by the U.S.D.A, Soil Conservation Service, and as

contained in Engineering Standard 378 of the U.S.D.A., Soil Conservation

Service; once in 50 years for new class B, small and medium new class C, and

existing class C dams; and once in 100 years for large and very large new class

C dams.  The dam sizes referred to in this Subsection are defined in (e) of

this Rule.

(c)  Lined Spillways and Channels.  The design report shall

include design data criteria for open channel, drop, ogee, and chute spillways

and other spillway types that include crest structures, walls, channel lining,

and miscellaneous details.  All masonry or concrete structures shall have

joints that are relatively water‑tight and shall be placed on foundations

capable of sustaining applied loads without undue deformation.  Provisions must

be made for handling leakage from the channel or underseepage from the

foundation which might cause saturation of underlying materials or uplift

against the undersurfaces.

(d)  Within 15 days following passage of the design storm

peak, the spillway system shall be capable of removing from the reservoir at

least 80 percent of the water temporarily detained in the reservoir above the

elevation of the primary spillway.

(e)  It is recognized that the relationships between valley

slope and width, total reservoir storage, drainage area, other hydrologic factors,

and specific cultural features have a critical bearing on determining the safe

spillway design flood.  Rational selection of a safe spillway design flood for

specific site conditions based on quantitative analysis is acceptable.  The

spillway should be sized so that the increased downstream damage resulting from

overtopping failure of the dam would not be significant as compared with the

damage caused by the flood in the absence of dam overtopping failure.  A design

storm more frequent than once in 100 years will not be acceptable for any class

C dam.  In lieu of quantitative analysis, the following tables shall be used as

criteria for spillway design storms and permissible velocities for vegetated

earth spillways:



CRITERIA FOR

SPILLWAY DESIGN STORM

SIZE CLASSIFICATION







Size





Total Storage (Ac-Ft)1





Height (ft)1







Small





less than 750





less than 35







Medium





equal to or greater than 750

and less than 7,500





equal to or greater than 35

and less than 50







Large





equal to or greater than

7,500 and less than 50,000





equal to or greater than 50

and less than 100







Very Large





equal to or greater than

50,000





equal to or greater than 100





 

1 The factor determining the largest size shall

govern

 



MINIMUM SPILLWAY DESIGN STORMS







Hazard





Size





Spillway Design Flood (SDF)







Low (Class A)





Small

Medium

Large

Very Large

Medium





50 year

100 year

1/3 PMP

1/2 PMP

1/3 PMP







Intermediate (Class B)





Small

Large

Very Large





100 year

1/2 PMP

3/4 PMP







High (Class C)





Small

Medium

Large

Very Large





1/3 PMP

1/2 PMP

3/4 PMP

PMP





 



PERMISSIBLE VELOCITIES FOR VEGETATED EARTH SPILLWAYS







 





Permissible velocity1 feet per second







 





Erosion resistant soils





Easily erodible soils







 





Slope of exit channel

Percent





Slope of exit channel

Percent







Vegetation





0 to 5





5 thru 10





0 to 5





5 thru 10







Bermuda Grass

Bahia grass





8





7





6





5







Tall fescue

Kentucky bluegrass

Reed canary





7





6





5





4







Sod forming

grass mixture





5





4





4





3







Lespedeza sericea

Weeping lovegrass

Alfalfa

Crabgrass





3.5





Do not use





2.5





Do not use





 

2 Increase values 10 percent when the anticipated

average use of the spillway is not more frequent than once in 50 years or 25

percent when the anticipated average use is not more frequent than once in 100

years.

 

History Note:        Authority G.S. 143‑215.26; 143‑215.27;

143‑215.31;

                                Eff. June 15, 1980.

 

 

15A NCAC 02K .0206       CONDUITS

(a)  A conduit shall be provided to drain each reservoir. 

The conduit design shall include the computation of the minimum time required

to drain the reservoir.

(b)  All pipe conduits shall convey water at the design

velocity without damage to the interior surface.

(c)  Protection shall be provided to prohibit unsafe seepage

along conduits through the dam, abutments, and foundation.  The specific design

for seepage protection along conduits shall be shown in the drawings and specifications.

(d)  Adequate allowances shall be incorporated in the design

to compensate for differential settlement and possible elongation of the pipe

conduit.

(e)  Trash racks shall be installed at the intake of

conduits to prevent clogging the conduit.

(f)  Pipe Conduit Spillway Materials

(1)           Pipe conduits shall be designed to support

the total external loads in addition to the total internal hydraulic pressure

without leakage.

(2)           Reinforced or Prestressed Concrete Pipe

Conduits

(A)          All conduits are to be designed and constructed to

remain watertight under maximum anticipated hydraulic pressure and maximum

probable joint opening, including the effects of joint rotation and

extensibility.

(B)          Provisions for safe movement of the barrel are to be

provided at each joint in the barrel and at the junction of the barrel and

riser or inlet.  Cradles are to be articulated if constructed on a yielding

foundation.

(C)          The engineer shall submit the final design details

of the proposed pipe to be used for all class A dams where the height of the

dam exceeds 35 feet and all class B and C dams.

(3)           Corrugated Metal Pipe Conduits

(A)          Corrugated metal pipe shall not be used in class A

dams over 35 feet high or in class B and C dams, except for special cases when

the design engineer can adequately demonstrate satisfactory performance.

(B)          Corrugated metal pipe may be used in class A dams

which are less than 35 feet high.

(C)          Corrugated metal conduits shall have watertight

connecting bands designed and installed to remain watertight under maximum

anticipated hydrostatic head and joint rotation.

(D)          Flange type couplings shall not be used for

corrugated metal pipe or corrugated steel pipe where the diameter exceeds 12

inches unless the applicant produces computations to verify that the flanges

and the pipe conduit are of such design to safely support the total external

loads in addition to the total internal hydraulic pressure without leakage.

(g)  Dissipating Devices.  All gates, valves, conduits and

concrete channel outlets shall be provided with a dissipator designed and

constructed to control erosion and prevent damage to the embankment or the

downstream outlet or channel.

(h)  In the case of repair to an existing dam, the engineer

may determine that the conduit should not be repaired or replaced and shall

submit reasoning to support this determination in the application for the

Certificate of Approval to repair.  The Director shall approve, disapprove, or

approve in part this determination.

 

History Note:        Authority G.S. 143‑215.26; 143‑215.27;

143‑215.31;

Eff. June 15, 1980.

 

 

 

15A NCAC 02K .0207       SEEPAGE CONTROL

(a)  All dams shall be designed and constructed to prevent

the development of instability due to excessive seepage forces, uplift forces,

or loss of materials in the embankment, abutments, spillway areas, or

foundation. Seepage analysis for design shall identify areas having high

internal uplift or exit gradients.

(b)  The design may include an embankment internal drainage

system, a zoned embankment, a foundation cut‑off, an upstream blanket, a

sufficiently wide homogeneous section, or other methods to protect against

instability from excessive seepage forces or high hydraulic gradients.

(c)  For class C dams, a flow net analysis shall be made to

determine the location of the phreatic surface, flow lines, and equipotential

lines within the embankment and its foundation.  This analysis may be based on

graphical construction, electrical or liquid analogs, soil prototype methods,

or other accepted methods.  The flow net and stability analysis shall use the

maximum operating pool level with not less than five feet of clear water at the

surface.  Possible fluctuations in tail water elevation shall be included in

the analysis.  The flow net and seepage analysis shall be documented in the

final design report, as required by .0201(d)(4) of this Section.

(d)  Piezometers for confirming the location of the phreatic

surface assumed for seepage and slope stability analyses should be considered

by the design engineer for class A and class B dams and shall be required for

class C dams.  Where piezometers are required, their design, depths, and

locations shall be provided as required in .0201(d) and .0212(b) of this

Section.

 

History Note:        Authority G.S. 143‑215.26; 143‑215.27;

143‑215.31;

Eff. June 15, 1980.

 

 

 

15A NCAC 02K .0208       STRUCTURAL STABILITY AND SLOPE

PROTECTION

(a)  Design and construction of dams to assure structural

stability shall be consistent with modern engineering practice.  The scope and

degree of precision that will be required for a specific project will depend on

the conditions of the site and the damage potential of the proposed structure.

Consideration in design for structural stability shall include, but are not

necessarily limited to, the following:

(1)           the hazard potential of the dam under

present downstream conditions and under conditions which would likely develop

during the life of the reservoir;

(2)           foundation bearing capacity,

compressibility, and permeability; the extent and reliability of the site

investigation; and the predictability of the site and foundation conditions;

(3)           the reliability of construction materials,

such as borrow soils, in terms of sufficient volume to complete construction

without unanticipated interruption and in terms of predictability of physical

properties such as strength, permeability, and compressibility;

(4)           durability of construction materials;

(5)           construction conditions at the site;

(6)           the degree of quality control to be

exercised during construction;

(7)           pore pressure build‑up during

construction;

(8)           the rate of filling the reservoir and the

rate of possible reservoir drawdown;

(9)           tailwater conditions and the impact of

tailwater drawdown;

(10)         possible effects of landslides and

subsurface solution activity on the structural stability of the dam and

spillway structures;

(11)         the extent of piezometers and other devices

which will be used to monitor the completed dam and the degree of access for

inspections.

(b)  Slope stability analyses should be considered by the

design engineer for all embankment dams and may be required for class B and

class C dams. Where slope stability analyses are required, documentation in the

final design report shall include the design cross section(s) showing the soil

parameters assumed for analysis, the location of the phreatic surface assumed

for analysis, stability computations, and the location and computed safety

factor(s) for the most critical circle(s) or failure wedge(s).  A minimum

factor of safety of 1.5 for slope stability for normal loading conditions, and

1.25 for quick drawdown conditions and for construction conditions, shall be

required unless the design engineer provides a thoroughly documented basis for

using other safety factors.

(c)  Foundation bearing capacity and sliding base analyses

should be considered for all dams and may be required for class B and C dams. 

Where bearing capacity or sliding base analyses are required, documentation of

assumptions, computations, and safety factors shall be included in the final

design report.  A minimum factor of safety against bearing capacity and sliding

wedge failure of 2.0 shall be required unless the design engineer provides a

thoroughly documented basis for using other safety factors.

(d)  Resistance of appurtenant structures against flotation

uplift shall be provided for all dams.  If the structures are anchored by dead

weight alone, the buoyant weight shall be used for analysis and the minimum

factor of safety shall be 1.15.  If the structures are anchored to soil or

rock, the minimum factor of safety for that portion of the resistance provided

by soil or rock anchorage shall be 2.0 unless the design engineer provides a

thoroughly documented basis for using a lower safety factor.

(e)  For concrete, masonry, or other similar dams of

relatively narrow cross section, resistance against overturning under maximum

design loading conditions shall be considered; overturning stability

computations shall be required for class B and class C dams.  Where overturning

analyses are required, the computations shall be included in the final design

report.  The minimum safety factor against overturning under maximum design

loading conditions shall be 1.5 unless the design engineer provides a

thoroughly documented basis for using a lower safety factor.

(f)  The anticipated reservoir and tailwater drawdown

conditions shall be considered in all stability computations and shall be

included in the design documents provided in the final design report.

(g)  The slopes must be protected against erosion by wave

action, and the crest and downstream slope must be protected against erosion

due to wind and rain.  Riprap and other erosion protection shall be provided

over the full range in stage between the lowest drawdown elevation and at least

two feet above full normal pool.  Exceptions for slowly rising reservoirs, such

as waste storage facilities, may be approved in writing by the Director.

 

History Note:        Authority G.S. 143‑215.26; 143‑215.27;

143‑215.31;

Eff. June 15, 1980.

 

 

 

15A NCAC 02K .0209       DESIGN LIFE OF A DAM AND RESERVOIR

(a)  The selection of materials and equipment to be used in

a dam and all of its appurtenant features shall either be based on sufficient

quality and durability to satisfactorily function throughout the design life or

shall provide for safe and economical replacement within the design life span.

(b)  The design life of a dam and reservoir is the period of

time the dam and reservoir can be expected to perform effectively as planned. 

The design life of a dam shall be determined by the following:

(1)           the time required to fill the reservoir

with sediment from the contributing watershed,

(2)           the durability of appurtenances and

materials used to construct the dam,

(3)           the time required to permanently fill a

waste treatment or storage facility with waste,

(4)           the time required to perform the specific

function for which the dam was designed.

 

History Note:        Authority G.S. 143‑215.27; 143‑215.31;

Eff. June 15, 1980.

 

 

 

15A NCAC 02K .0210       SEDIMENT CONTROL

Sediment control related to earth moving activities involved

in construction or repair of dams shall be provided in accordance with the

North Carolina Sediment Pollution Control Act of 1973 (G.S. 113A‑50

through 113A‑66).  Devices for sediment control during drainage of a

reservoir shall be provided; exceptions for emergency drainage of a reservoir

may be approved by the Director.

 

History Note:        Authority G.S. 143‑215.31, ‑113A‑54;

Eff. June 15, 1980.

 

 

 

15A NCAC 02K .0211       WASTE TREATMENT AND MINE REFUSE DAMS

(a)  Waste treatment and mine refuse dams and reservoirs

shall conform to all requirements of this Subchapter.  In addition to the

requirements of Rule .0105 of this Subchapter, a waste treatment or mine refuse

dam may be classified A, B, or C on the basis of potential environmental

damage.

(b)  Mine refuse dams that are designed to be constructed in

stages shall include an emergency spillway system that is capable of safely

passing the required storm frequency below the top of the dam for each stage of

construction.  The refuse facility shall not be used until each stage of

construction is completed and approved by the Director.

 

History Note:        Authority G.S. 143‑215.31;

Eff. June 15, 1980.

 

 

 

15A NCAC 02K .0212       ADDITIONAL DESIGN REQUIREMENTS

(a)  All elements of the dam and reservoir shall conform to

good engineering practice.  The safety factors, design standards, and design

references that are used shall be included with the final design report.

(b)  Monitoring or inspection devices may be required by the

Director for use by inspectors or owners in the inspection during construction

and filling and after completion of construction.  The Director may also

require that such monitoring or inspection devices, existing or installed by

requirement, be read and documented at specified intervals and that copies of

such be forwarded to his office.

(c)  The plans, construction schedule, and construction

specification shall assure that the downstream flow satisfies minimum quality

and quantity standards as defined in G.S. 143‑215.25(4) during the period

of construction, filling, and life of the dam and reservoir.

 

History Note:        Authority G.S. 143‑215.26; 143‑215.27;

143‑215.31;

Eff. June 15, 1980.

 

 

 

15A NCAC 02K .0213       CONSTRUCTION SCHEDULE

The applicant shall submit a construction schedule that

includes:

(1)           Techniques and work force to be used to insure that

the dam is constructed according to the plans and specifications;

(2)           A construction schedule that includes the estimated

time to complete the construction activities;

(3)           Techniques to be used to divert the stream flow to

prevent interference with construction and hazard to life, health, or property;

(4)           The extent and method of quality control shall be

subject to approval of the Director.

 

History Note:        Authority G.S. 143‑215.26; 143‑215.27;

143‑215.31;

Eff. June 15, 1980.

 

 

 

15A NCAC 02K .0214       PROPOSED CHANGES IN DESIGN

The owner shall notify the director of any proposed changes

in design, plans, and specifications that will affect the stability of the dam.

Approval must be obtained from the Director prior to installation.  This

approval shall be in the form of a written addendum to the Certificate of

Approval.

 

History Note:        Authority G.S. 143‑215.26; 143‑215.27;

143‑215.31;

Eff. June 15, 1980.

 

 

 

15A NCAC 02K .0215       AS‑BUILT PLANS

Two complete sets of as‑built plans shall be submitted

to the Director within 30 days of completion of the project.

 

History Note:        Authority G.S. 143‑215.30; 143‑215.31;

Eff. June 15, 1980.

 

 

 

15A NCAC 02K .0216       ENGINEER'S CERTIFICATION

The engineer who has inspected the construction of or on the

dam shall submit written certification bearing his professional seal, unless

exempted under the provisions of G.S. 89C‑25, that the dam and all appurtenances

have been built, repaired, altered, or removed in conformance with the plans,

specifications, and drawings approved by the Director and that the dam is safe.

 

History Note:        Authority G.S. 143‑215.30; 143‑215.31;

Eff. June 15, 1980.

 

 

 

15A NCAC 02K .0217       AUTHORITY FOR INSPECTION

Authorized personnel of the department may make inspection

during construction as deemed necessary to ensure that the structure is being

built in conformance with the Certificate of Approval issued.  Said inspections

do not relieve the engineer in charge from the responsibility of providing

adequate inspection of the work.

 

History Note:        Authority G.S. 143‑215.29; 143‑215.30;

143‑215.31;

Eff. June 15, 1980.

 

 

 

15A NCAC 02K .0218       EXEMPTIONS

 

History Note:        Authority G.S. 143‑215.21; 143‑215.31;

Eff. June 15, 1980;

Amended Eff. November 1, 1985;

Repealed Eff. July 1, 1988.

 

 

 

15A NCAC 02K .0219       ACCEPTABLE DESIGN: PROCEDURES AND

TECHNICAL REFERENCES

The following represent acceptable design procedures and

references:

(1)           the design procedures, manuals, and criteria used

by the United States Corps of Engineers;

(2)           the procedures, manuals, and criteria used by the

United States Soil Conservation Service;

(3)           the procedures, manuals, and criteria used by the

United States Department of Interior, Bureau of Reclamation;

(4)           other procedures that are approved by the Director.

 

History Note:        Authority G.S. 143‑215.31; 143‑215.34;

Eff. June 15, 1980.

 

 

 

15A NCAC 02K .0220       GRANTING OF FINAL APPROVAL

(a)  Unless the Director has reason to believe that the dam,

as completed, is unsafe or not in compliance with any applicable requirement,

regulation, or law, the Director, upon completion of construction and upon

receipt of the engineer's certification pursuant to Rule .0215 of this Section,

shall grant final approval of the work in accordance with the certificate,

subject to such terms as he/she deems necessary for the protection of life and

property.

(b)  Pending issuance of final approval, a new dam or the

addition to an existing dam shall not be used except on written consent of the

Director and subject to conditions he/she may impose relating to safety of life

and property and the satisfaction of minimum stream flow requirements.

 

History Note:        Authority G.S. 143‑215.3; 143‑215.30;

Eff. June 15, 1980.

 

 

 

15A NCAC 02K .0221       DELEGATION OF AUTHORITY

The Director has the authority to:

(1)           issue approval, disapproval, or approval subject to

conditions for proposed construction, repair, alteration or removal of dams;

(2)           require progress reports, issue notices of non‑compliance

and orders to comply, order a halt in construction in the event of non‑compliance;

(3)           receive notices of completion, specify details of

description, grant final approval;

(4)           assess civil penalties; and

(5)           perform other related functions.

 

History Note:        Authority G.S. 143‑215.3; 143‑215.3(a)(4);

143‑215.28; 143‑215.29; 143‑215.30;

143‑215.36(b);

Eff. June 15, 1980;

Amended Eff. November 1, 1982.

 

 

 

15A NCAC 02K .0222       APPLICATION PROCESSING FEES

(a)  A nonrefundable minimum application processing fee, in

the amount stated in Paragraph (d)(1) of this Rule, shall be paid when an

application for construction or removal of a dam is filed in accordance with

15A NCAC 2K .0201.  Each application for construction or removal of a dam shall

be deemed incomplete and shall not be reviewed until the minimum application

processing fee is paid.

(b)  A nonrefundable additional application processing fee,

in the amount stated in Paragraph (d)(2) of this Rule, shall be paid when the

as‑built plans are submitted to the Director in accordance with 15A NCAC

2K .0215.  Final approval to impound, pursuant to 15A NCAC 2K .0220, shall not

be granted until the owner's certification and the accompanying documentation

are filed in accordance with Paragraph (e) of this Rule, and the additional

processing fee is paid.

(c)  The application processing fee for the construction or

removal of a dam shall be based on the actual cost of construction or removal

of the applicable dam.

(1)           The actual cost of construction or removal

of a dam shall include all labor and materials costs associated with the

construction or removal of the dam and appurtenances.

(2)           The actual cost of construction or removal

of a dam shall not include the costs associated with acquisition of land or

right of way, design, quality control, electrical generating machinery, or

constructing a roadway across the dam.

(d)  Schedule of Fees:

(1)           The minimum application processing fee

shall be two hundred dollars ($200.00).

(2)           The additional application processing fee

shall be the following percentages of the cost of construction or removal:

(A)          2 percent of the actual costs between ten thousand

and one dollars ($10,001) and one hundred thousand dollars ($100,000);

(B)          1.5 percent of the actual costs between one hundred

thousand and one dollars ($100,001) and five hundred thousand dollars

($500,000);

(C)          1.0 percent of the actual costs between five hundred

thousand and one dollars ($500,001) and one million dollars ($1,000,000);

(D)          0.5 percent of the actual costs over one million

dollars ($1,000,000).

In no case, however, shall the additional application fee be

more than fifty thousand dollars ($50,000).

(e)  Immediately upon completion of construction or removal

of a dam, the owner shall file with the Director a certification, on a form

prescribed by the Department, and accompanying documentation, which shows the

actual cost incurred by the owner for construction or removal of the applicable

dam.

(1)           The owner's certification and accompanying

documentation shall be filed with the as‑built plans and the engineer's

certification in accordance with 15A NCAC 2K .0215 and 15A NCAC 2K .0216,

respectively.

(2)           If the Director finds that the owner's

certification and accompanying documentation contain inaccurate cost

information, the Director shall either withhold final impoundment approval, or

revoke final impoundment approval, until the owner provides the accurate

documentation and that documentation has been verified by the Department.

(f)  Payment of the dam application processing fee shall be

by check or money order made payable to the "N.C. Department of

Environment, Health, and Natural Resources".  The payment should refer to

the applicable dam.

(g)  In order to comply with the limit on fees set forth in

G.S. 143‑215.28A, the Director shall, in the first half of each state

fiscal year, project revenues for the fiscal year from fees collected pursuant

to this Rule.  If this projection shows that the statutory limit will be

exceeded, the Director shall order a pro rata reduction in the fee schedule for

the remainder of the fiscal year to avoid revenue collection in excess of the

statutory limits.

 

History Note:        Filed as a Temporary Rule Eff. November

1, 1990 For a Period of 180 Days to Expire on April 29, 1991;

Authority G.S. 143‑215.28A;

ARRC Objection Lodged November 14, 1990;

ARRC Objection Removed December 20, 1990;

Eff. January 1, 1991.

 

15A NCAC 02K .0223       DAM HEIGHT AND STORAGE DETERMINATION

(a)  For the purpose of determining size classification, the

height of a dam shall be measured from the highest point on the crest of the

dam to the lowest point on the downstream toe.

(b)  The total storage capacity of a dam shall be that

volume which would be impounded at the elevation of the highest point on the

crest of the dam.

 

History Note:        Filed as a Temporary Rule Eff. November

1, 1990 For a Period of 180 Days to Expire on April 29, 1990;

Authority G.S. 143‑215.31;

ARRC Objection Lodged November 14, 1990;

ARRC Objection Removed December 20, 1990;

Eff. January 1, 1991.

 

 

SECTION .0300 ‑ INSPECTIONS: DAM SAFETY ORDERS

 

15A NCAC 02K .0301       INSPECTION BY THE DEPARTMENT

(a)  Schedule of Inspections

(1)           All class A and B dams shall be inspected

at least once every five years.

(2)           Class C dams shall be inspected at least

once every two years.

(b)  At any time an inspection indicates that a dam may not

perform satisfactorily or that the hazard classification has changed, the

Director may require a detailed investigation at the owners expense to

determine the required remedial action, if any.

 

History Note:        Authority G.S. 143‑215.31; 143‑215.32;

Eff. June 15, 1980.

 

 

 

15A NCAC 02K .0302       DAM SAFETY ORDERS

(a)  The Director may issue an order directing the owner(s)

of a dam to make, in not less than 90 days from issuance of the order and at

the owner(s) expense, any maintenance, alteration, repairs, reconstruction, or change

in construction upon a finding that the dam:

(1)           is not sufficiently strong,

(2)           is not maintained in good repair or

operating condition,

(3)           is dangerous to life or property, or

(4)           does not satisfy minimum stream‑flow

requirements.

(b)  The Director may issue an order directing the owner(s)

of any dam to take such measures as may be essential, including lowering the

level of the impounded water, drainage of the impoundment, and destruction of

the dam or reservoir in whole or in part, immediately or within a time limited

by the order if the condition of the dam is found to have become so dangerous

to the safety of life or property, in the opinion of the Director, as not to

safely permit sufficient time for issuance of an order in the manner provided by

Subdivision (a) of this Rule.

(c)  The Director may, if at any time the condition of any

dam becomes so dangerous to the safety of life or property, in the opinion of

the Director, as not to permit sufficient time for issuance of an order in the

manner provided by Subdivision (a) or (b) of this Rule, immediately take such

measures as may be essential to provide emergency protection to life and

property including the lowering of the level of a reservoir by releasing water

impounded or the destruction in whole or in part of the dam or reservoir. 

Costs of such measures may be recovered from the owner(s) of the dam by

appropriate legal action by the Commission.

(d)  Orders issued by the Director may be conditioned so as

to require the dam owner, if he is required or given the option to remove the

dam, to undertake the removal in such a manner as to minimize the amount of

sediment transported from the impoundment downstream.

(e)  Dam safety orders issued by the Director in no way

relieve the owner(s) of the dam from duties and obligations imposed by

regulations in Section .0200 of this Subchapter, nor do they relieve the

owner(s) of the dam from any liabilities or other legal obligations.

 

History Note:        Authority G.S. 143‑215.32; 143‑215.34;

Eff. June 15, 1980.

 

 

 

 

SECTION .0400 ‑ ADMINISTRATIVE HEARINGS

 

15A NCAC 02K .0401       OPPORTUNITY FOR HEARING

An administrative hearing before the N.C. Office of

Administrative Hearings shall be granted to any person:

(1)           whose application for dam construction, repair,

alteration, or removal has been disapproved by the Director or has been

approved by the Director subject to conditions which are unacceptable to the

applicant pursuant to Rule .0202 of this Subchapter;

(2)           who has been denied final approval of a completed

dam by the Director or who has been granted final approval by the Director

subject to conditions which are unacceptable to the applicant pursuant to Rule

.0219 of this Subchapter;

(3)           against whom a dam safety order has been issued

requiring the maintenance, alteration, repair, reconstruction, change in

construction or location, or removal of a dam within 90 days, pursuant to Rule

.0302(a) of this Subchapter, or the lowering of the level of the water

impounded by the dam within a time period prescribed by the Director pursuant

to Rule .0302(b) of this Subchapter; or

(4)           who has been assessed a civil penalty pursuant to

G.S. 143‑215.36(b) and Subchapter 2J of this Chapter.

 

History Note:        Authority G.S. 143‑215.33; 150B‑23;

Eff. June 15, 1980;

Amended Eff. July 1, 1988.

 

 

 

15A NCAC 02K .0402       PROCEDURES

(a)  Administrative hearings shall be conducted pursuant to

15A NCAC 1B .0200 et seq., and Chapter 150B of the General Statutes.  Any

person entitled to an opportunity for a hearing by Rule .0401 of this Section

must request a hearing within ten days after receipt of the notice of the

action taken under Rule .0401 of this Section.

(b)  Copies of 15A NCAC 1B .0200 may be inspected in the

offices of the Division of Energy, Mineral, and Land Resources, 512 N.

Salisbury Street, Raleigh, N. C. 27611.  Copies may also be inspected in the

Division of Planning and Assessment, 512 N. Salisbury Street, 8th Floor,

Archdale Building, Raleigh, N. C. 27611.  Copies may be obtained at the

previous locations or from the Rules Division of the N.C. Office of

Administrative Hearings, Blount Street, Raleigh, N.C. 27611.

 

History Note:        Authority G.S. 143‑215.33; 150B‑23;

Eff. June 15, 1980;

Amended Eff. August 1, 2012 (see S.L. 2012-143, s.1.(f));

August 1, 1988; November 1, 1984.

 

 

 

15A NCAC 02K .0403       DELEGATION OF AUTHORITY: APPOINTMENT OF

HEARING OFFICERS

15A NCAC 02K .0404       NOTICE: WAIVER

15A NCAC 02K .0405       PLACE OF THE HEARING

15A NCAC 02K .0406       PROCEDURES

15A NCAC 02K .0407       HEARING OFFICERS: POWERS AND DUTIES

15A NCAC 02K .0408       FINAL DECISIONS: JUDICIAL REVIEW

 

History Note:        Authority G.S. 143‑215.3(a)(4); 143‑215.33;

150B‑23; 150B, Article 3;

150B, Article 4;

Eff. June 15, 1980;

Legislative Objection (c) Lodged Eff. October 10, 1980;

Amended Eff. November 1, 1982;

Repealed Eff. November 1, 1984.

 

 

 

 

SECTION .0500 - MINIMUM STREAM FLOWS TO MAINTAIN AQUATIC

HABITAT

 

15A NCAC 02K .0501       DEFINITIONS

(a)  Aquatic habitat shall be divided into three classes ‑

"poor," "moderate," and "good."

(1)           Streams with poor aquatic habitat are those

which have a "poor" fish assemblage rating, and which are rated

"poor" for at least two of the following three characteristics:

(A)          Substrate;

(B)          Cover; and

(C)          Macro-invertebrate organisms.

(2)           Streams with moderate aquatic habitat are

those which exhibit physical conditions and biota which are intermediate

between the poor and good categories.

(3)           Streams with good aquatic habitat are those

which receive at least two "good" ratings when the substrate, cover,

and macro‑invertebrate organism characteristics are evaluated. The fish

assemblage also must receive a "good" rating.

(b)  Cover means objects within or overhanging the stream

channel which provide shelter for aquatic organisms.  "Good" cover

occurs when cover is widespread and diverse.  "Poor" cover occurs

when the amount of cover is small or non-existent.

(c)  Substrate means the predominant particle size of the

material which makes up the stream bed.  "Good" substrate is composed

of at least 50 percent silt free substrate with gravel or cobble. 

"Poor" substrate is composed of at least 80 percent silt, sand, or

smooth bedrock.

(d)  The macro‑invertebrate organisms of the affected

reach are rated as "good" if the affected reach is rated good or

excellent in the Division of Environmental Management's (DEM) biological monitoring

database, or by a site‑specific survey according to Standard Operating

Procedures for Biological Monitoring, 1995, Division of Environmental

Management as defined in 15A NCAC 2B .0103(b).  Macro‑invertebrates are

rated "poor" if the reach is rated fair or poor in DEM's biological

monitoring database, or by a site‑specific survey according to Standard

Operating Procedures for Biological Monitoring, 1995, Division of Environmental

Management as defined in 15A NCAC 2B .0103(b).

(e)  The fish assemblage rating shall be based on the North

Carolina Index of Biotic Integrity (IBI).  Existing ratings from the DEM

biological monitoring database shall be used where available.  If no rating

exists, then a site‑specific survey shall be conducted according to Standard

Operating Procedures for Biological Monitoring, 1995, Division of Environmental

Management as defined in 15A NCAC 2B .0103(b).  The fish assemblage shall be

rated as "good" if the IBI rating is good, good‑excellent, or

excellent.  The fish assemblage shall be rated as "poor" if the IBI

rating is poor or lower.

(f)  The affected reach of stream means that section of a

stream downstream of a dam which experiences significant changes in hydrology. 

The exact delineation of the affected reach shall be site‑specific and

depend on factors including, but not limited to:

(1)           volume of storage in the impoundment;

(2)           upstream and downstream hydrologic

characteristics of the stream;

(3)           withdrawals from the impoundment; and

(4)           downstream point source discharges to the

stream.

For the purpose of evaluating aquatic habitat, the affected

reach of a stream does not include any portion which is in the backwater of a

downstream dam when the level of that downstream impoundment is at normal pool.

(g)  "Special case" streams are those which

exhibit at least one of the following characteristics:

(1)           supplemental classification as an

Outstanding Resource Water as defined in 15A NCAC 2B .0101(e)(4) and .0216;

(2)           populations of aquatic species listed as

threatened or endangered by the U.S. Fish and Wildlife Service, or species

which are listed as threatened or endangered by  the N.C. Wildlife Resources

Commission;

(3)           self‑sustaining populations of wild

trout; or

(4)           exceptional non-game or fishery resources

as determined by the Wildlife Resources Commission.

(h)  The use of the regression equations in Rule .0502 of

this Section shall depend on the geographic region of the state in which the

stream is located.  The geographic region shall be determined from the North

Carolina Atlas, edited by Clay, Orr, and Stuart, published by the University of

North Carolina Press, 1975.

(i)  A continuous stream gage record means a continuous

record of daily flows from a stream gage which:

(1)           has at least 15 years of continuous daily

records;

(2)           has no significant hydrological effects

caused by upstream regulation, withdrawals, or discharges;

(3)           is no less than one-half and no more than

one and one-half times the drainage area of the site in question; and

(4)           has low flow and average flow yields which

are comparable to the site in question.

(j)  A site-specific instream flow study conducted by the

applicant or his consultants, which is subject to approval by the Department,

means a study performed according to the following conditions:

(1)           A plan of study shall be developed in

consultation with the Department and submitted to the Department for review and

approval prior to commencement of the study.

(2)           The plan of study shall identify the

aquatic habitat parameters to be evaluated by the study.  The selection of

these parameters shall depend on factors including, but not limited to:

(A)          the aquatic species being evaluated;

(B)          the habitat quality of the affected reach; and

(C)          existing or potential water shortages or water use

conflicts.

(3)           The Department shall have the option of

participating in the collection of all field data, and shall be notified prior

to collection of any set of data.

(4)           The results of the study shall accurately

determine the parameters identified during study design.

(5)           The Department may review the field data

and results of these studies to determine the stream flow needed to maintain

aquatic habitat.

 

History Note:        Authority G.S. 143-215.24; 143-215.25;

143-215.31; 143-215.32; 143-215.33; 143-215.36;

Eff. December 1, 1994;

Amended Eff. April 1, 1995.

 

15A NCAC 02K .0502       REQUIRED MINIMUM FLOW FOR DAMS (NOT

SMALL HYDRO PROJECTS)

(a)  A dam operated by a small power producer, as defined in

G.S.  62‑3(27a), that diverts water from 4,000 feet or less of the

natural stream bed, shall be exempt from this Rule.

(b)  A dam proposed for a small stream with a mean annual

daily flow less than or equal to 3.0 cubic feet per second (cfs) shall be

subject to the following review process in determining the required minimum

flow:

(1)           If the mean annual daily flow is less than

or equal to 3.0 cfs and the 7‑day, 10‑year low flow (7Q10) is less

than or equal to 0.2 cfs; and if there are no existing point source discharges

of wastewater to the  affected stream reach; then no minimum release will be

required.

(2)           If the mean annual daily flow is less than

or equal to 3.0 cfs and the 7Q10 is less than or equal to 0.2 cfs; and one or

more existing point source discharges of wastewater enter the affected stream

reach; then the minimum release shall be equal to the 7Q10.

(3)           If the mean annual daily flow is less than

or equal to 3.0 cfs and the 7Q10 is greater than 0.2 cfs, then the minimum

release shall be equal to the 7Q10.

(c)  If the mean annual daily flow is greater than 3.0 cfs,

then the following procedures shall be used to determine the minimum flow

requirement:

(1)           The minimum flow for a dam on a stream with

poor aquatic habitat shall be the 7Q10 flow determined by using U.S. Geological

Survey procedures.

(2)           The minimum flow for a dam on a stream with

moderate aquatic habitat in the piedmont, as defined in Rule .0501(h) of this

Section, shall be determined using regression equations provided in this

Subparagraph.

(A)          All flows used in regression equations shall be

measured in cubic feet per second, all drainage areas shall be measured in

square miles, and all logarithmic expressions shall refer to base 10

logarithms.

(B)          The regression equation used to determine the

minimum flow for a stream in the piedmont which exhibits moderate aquatic

habitat, and for which no continuous stream gage record, as defined in Rule

.0501(i) of this Section, exists, shall be as follows:

 

LRF = (3.204 x M)

‑ (2.618 x D)

LRF = LOG of

regression flow

M = LOG of mean

annual daily flow

D = LOG of

drainage area

 

The regression

flow (RF) is calculated by raising 10 to the power of the LRF.

If the drainage area is greater

than 95 square miles, the required minimum flow is 1.4 x RF.  Otherwise the

required minimum flow is equal to RF.

(C)          The regression equation used to determine the

minimum flow for a stream in the piedmont which exhibits moderate aquatic

habitat, and for which a continuous stream gage record, as defined in Rule

.0501(i) of this Section, does exist, shall be as follows:

 

LRF = (0.812 x M)

+ (8.111 x E92)

‑ (4.806 x

E85) ‑ (3.275 x E95)

LRF = LOG of

regression flow

M = LOG of mean

annual daily flow

E85 = LOG of 85%

annual exceedance flow

E92 = LOG of

92.5% annual exceedance flow

E95 = LOG of 95%

annual exceedance flow

 

The regression

flow (RF) is calculated by raising 10 to the power of the LRF.

The required

minimum flow is 1.1 x RF.

(3)           The minimum flow for a dam on a stream with

moderate aquatic habitat, located in a geographical region for which regression

formulas are not provided, shall be determined by a site‑specific instream

flow study, as defined in Rule .0501(j) of this Section, conducted by the

applicant or his consultants and subject to the approval of the Department.

(4)           The minimum flow for a dam on a special

case stream, or on a stream with good aquatic habitat, shall be determined by a

site-specific instream flow study, as defined in Rule .0501(j).  This study

shall be conducted by the applicant or his consultants, and shall be subject to

approval by the Department.

(5)           If the applicant or owner disputes the minimum

flow determined by the procedures described in Subparagraphs (c)(1) or (c)(2)

of this Rule for streams with poor or moderate aquatic habitat, he may

undertake a site-specific field study, as defined in Rule .0501(j) of this

Section, subject to the review and approval of the Department.  The final

minimum release required will not exceed the amount determined by the

procedures described in this Rule.

(6)           The minimum release schedule for a water

supply reservoir shall include  provisions for reductions in the minimum flow

which coincide with reductions in the usable water supply storage remaining in

the impoundment and with reductions in the amount of water withdrawn from the

reservoir.

(A)          This system of tiered releases shall apply to new

water supply reservoirs and any existing water supply reservoirs for which the

minimum release is revised.

(B)          The exact percentage of storage which triggers

reductions in minimum flow will depend on several site-specific factors,

including, but not limited to:

(i)            size of the reservoir;

(ii)           rate of the water supply demand;

(iii)          hydrologic characteristics of the impounded

stream; and

(iv)          the impoundment levels which result in local

efforts to reduce water usage through conservation measures.

(C)          At least three levels of minimum releases shall be

included in the release schedule for a water supply reservoir.

(D)          When usable water supply storage has been reduced to

a level which triggers the first reduction in minimum flow, then the average

daily water withdrawal shall be reduced by at least 10 percent from the average

daily withdrawal for the 60 day period immediately prior to the first reduction

in the minimum flow.  The water supply operator shall accomplish this reduction

in withdrawal within two weeks of the reduction in the minimum release.

(E)           When usable water supply storage has been reduced

to a level which triggers the second reduction in minimum flow, then the

average daily water withdrawal shall be reduced by at least 20 percent from the

average daily withdrawal for the 60 day period immediately prior to the first

reduction in the minimum flow.  The water supply operator shall accomplish this

further reduction in withdrawal within two weeks of the second reduction in the

minimum release.

(F)           The water system operator shall document reduction

in water withdrawals by submitting reports of daily water withdrawals to the

Department.  These shall be submitted every two weeks for as long as the

minimum release is reduced below the amount normally required.

(G)          An example is shown in the table below.  (Note that

the percentages of water supply storage which trigger the changes in minimum

release are site‑specific for this example and may vary according to the

factors described in Part (B) of this Paragraph.)

 

REMAINING USABLE

WATER      MINIMUM           WATER USE

LEVEL  SUPPLY

STORAGE                            RELEASE             REDUCTION

 

1              between

70% and 100%                        A                           - - - -

2              between

40% and 70%                           B                             10%

3              below

40%                                                 C                            

20%

 

A = normal

minimum release determined by a field study, regression equation, or use of the

7Q10

B = intermediate

reduction in minimum release

C = low minimum

release equal to no more than the 7Q10

 

(7)           An existing dam which was built subject to

review under the National or the State Environmental Policy Acts, and for which

a minimum release has been established, will not have its minimum release

changed under this Rule. However, the Department may review and adjust the

minimum flow released by any other existing dam if there is evidence of any of

the following conditions downstream of that dam:

(A)          water quality standards not being maintained;

(B)          water quality classifications which are being only 

partially supported or not being supported; or

(C)          aquatic habitat not being maintained.

(8)           If the minimum release required from an

existing water supply reservoir is reviewed by the Department, any increase in

minimum flow will be determined on a case‑by‑case basis in

consideration of the following factors, including, but not limited to:

(A)          availability of water to meet existing demands;

(B)          rate of growth in water demand;

(C)          planned development of alternative sources of water

supply;

(D)          structural difficulties;

(E)           capital costs; and

(F)           anticipated improvements in water quality and

aquatic habitat in the affected reach resulting from the proposed change in

minimum flow.

The change in minimum release

shall be set no higher than an amount which would reduce the water supply safe

yield, as determined by standard accepted engineering practices, by more than

10 percent.

(9)           If a new minimum release requirement from

an existing water supply reservoir is being delayed until a new source of water

supply is developed, then this delay shall not exceed a period of five years

from the written notification that a new minimum release will be required. 

This period may be extended by approval of the Environmental Management

Commission in consideration of the following factors:

(A)          delays in developing a new water supply source;

(B)          changes in water quality and aquatic habitat in the

affected reach; or

(C)          availability of water to meet existing demands.

 

History Note:        Authority G.S. 143-215.24; 143-215.25;

143-215.31; 143-215.32; 143-215.33; 143-215.36;

Eff. December 1, 1994;

Amended Eff. April 1, 1995.

 

15A NCAC 02K .0503       REQUIRED MINIMUM FLOW FOR SMALL

HYDROELECTRIC PROJECTS

(a)  This Rule

shall apply only to a dam operated by a small power producer, as defined in

G.S.  62‑3(27a), that diverts water from 4,000 feet or less of the

natural stream bed.  The length of the bypassed reach shall be measured from

the toe of the dam to the point where the diverted water re‑enters the

natural channel, following the centerline of the natural channel.

(b)  The

minimum release for a hydroelectric project subject to this Rule shall be

determined according to the procedures described in Subparagraphs (1)-(5) of

this Paragraph.  If at any time the inflow just upstream of the dam is less

than the minimum flow required in the bypassed reach, then the minimum flow may

be reduced to a level equal to this inflow.

(1)        If

the aquatic habitat in the bypassed reach is rated poor, then the minimum

release to the bypassed reach shall be determined as follows:

(A)       If the

7Q10 is less than or equal to 10 percent of the mean annual daily flow, then

the minimum release to the bypassed reach shall be the 7Q10 flow.

(B)       If the

7Q10 is greater than 10 percent of the mean annual daily flow, and there are no

existing point  source discharges of wastewater to the bypassed reach, then the

minimum release to the bypassed reach shall be 0.8 times the 7Q10.

(C)       If the

7Q10 is greater than 10 percent of the mean annual daily flow, and one or more

existing point source discharges of wastewater enter the bypassed reach, then

the minimum release to the bypassed reach shall be the 7Q10 flow.

(2)        If

the bypassed reach does not have an aquatic habitat rating of "poor,"

is not on a special case stream, and is located in the piedmont region, as

defined in Rule .0501(h) of this Section, then the minimum release to the

bypassed reach shall be determined as follows:

(A)       If the

7Q10 is less than or equal to six percent of the mean annual daily flow, then

the minimum release to the bypassed reach  shall be 3.0 times the 7Q10 flow.

(B)       If the

7Q10 is greater than six percent of the mean annual daily flow, and less than

or equal to 10 percent of the mean annual daily flow, then the minimum release

to the bypassed reach shall be 2.2 times the 7Q10 flow.

(C)       If the

7Q10 is greater than 10 percent of the mean annual daily flow, then the minimum

release to the  bypassed reach shall be 1.2 times the 7Q10 flow.

(3)        The

minimum flow determined by the procedures described in Subparagraphs (1) and

(2) of this Paragraph may be adjusted downward by the Department if that adjustment

would not result in significant loss of aquatic habitat.  This adjustment may

be based on factors including:

(A)       the type

of aquatic habitat present in the bypassed reach;

(B)       the

length of the bypassed reach.

(4)        If

the applicant or owner disputes the minimum flow determined by the procedures

described in Subparagraphs (1) and (2) of this Paragraph, he may undertake a

site‑specific field study, as defined in Rule .0501(j) of this Section,

subject to the review and approval of the Department.  The final minimum

release required will not exceed the amount determined by the procedures

described in this Section.

(5)        The

minimum flow for a dam on a special case stream, or on a stream located in the

mountain region, as defined in Rule .0501(h) of this Section, which does not

exhibit poor aquatic habitat; shall be determined by a site‑specific

instream flow study, as defined in Rule .0501(j) of this Section.  This study

shall be conducted by the applicant or his consultants, and shall be subject to

approval by the Department.

(c)  A dam

operated by a small power producer, as defined in G.S. 62-3(27a), which was

operating to produce power as of October 13, 1994, and which is not under the

jurisdiction of the Federal Energy Regulatory Commission, shall not be required

by this Rule to increase its minimum flow above the amount required on October

13, 1994.

 

History Note:        Authority G.S. 143-215.24; 143-215.25;

143-215.31; 143-215.32; 143-215.33;

143-215.36;

Eff. December 1, 1994;

Amended Eff. April 1, 1995.

 

 

 

15A NCAC 02K .0504       MONITORING OF MINIMUM FLOW REQUIREMENTS

(a)  An owner

of a dam with a minimum flow requirement greater than 1.0 cfs shall install,

calibrate, and maintain one or more stream staff gages following procedures

described in U.S. Geological Survey Water Supply Paper 2175, "Measurement

and Computation of Streamflow."  Plans for such gages shall be submitted

to the Department for approval prior to installation. Staff gages shall be

calibrated to indicate the water surface elevations which correspond to the

required flows.  Calibration shall be verified at least every two years.  All

initial calibration and re‑calibration measurements, including field

data, shall be provided to the Department within 30 days of completion.

(b)  If the

minimum release from a dam is less than or equal to 1.0 cfs, then an accurately

calibrated release mechanism such as a gate or pipe opening shall be acceptable

in lieu of a staff gage.  Plans for making the required release shall be

submitted to the Department for review and approval prior to construction,

repair, or modification of the dam.

(c)  An owner

of a dam who does not comply with a minimum flow requirement may be required to

install automated gaging which continuously monitors flow.  Records from this

type of gage shall be provided to the Department upon request, for the time

period being investigated.

(d)  Minimum

release requirements may be modified or suspended for a term determined by the

Department for reasons including pre‑scheduled maintenance or construction

involving the dam.  The Department must approve a written request for such a

change in the minimum flow requirement prior to any change in the minimum

release.

(e)  Reduction

or cessation of the minimum flow as a result of emergency conditions or equipment

failure shall not constitute a violation of the minimum flow requirement, so

long as the event is reported to the Department within 48 hours.  The

Department may set forth a schedule for correcting the problem and restoring

the required minimum flow.  If the schedule is not met, and the problem

continues to cause violation of the minimum flow requirement, then this

violation may be subject to enforcement action.

 

History Note:        Authority G.S. 143-215.24; 143-215.25;

143-215.31; 143-215.32; 143-215.33;

143-215.36;

Eff. December 1, 1994.