20011410 Ver 1_COMPLETE FILE_20010924

\O?0 CRQG Michael F. Easley
Governor
r William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
November 16, 2001
DWQ# 01-1410
Rutherford County
Herman Sisk
1199 US Highway 221A
Forest City, NC, 28043
APPROVAL of 401 Water Quality Certification
Dear Mr. Sisk:
You have our approval, in accordance with the attached conditions, to place fill in 150 linear feet of streams in order
to construct a dam on the Laurel Lakes property in Rutherford County, as described in your application received by the
Division of Water Quality on September 24, 2001. After reviewing your application, we have determined that this fill is
covered by General Water Quality Certification Number 3287, which can be downloaded from our web site at
http://h2o.enr.state.nc.us/ncwetlands . This Certification allows you to use Nationwide Permit Number 39 when it is issued
by the U.S. Army Corps of Engineers. In addition, you should get any other federal, state or local permits before you go
ahead with your project including (but not limited to) Sediment and Erosion Control, Non-Discharge and Water Supply
Watershed regulations. Also this approval will expire when the accompanying 404 permit expires unless otherwise
specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application. If you change your
project, you must notify us in writing and you may be required to send us a new application for a new certification. If the
property is sold, the new owner must be given a copy of the Certification and approval letter and is thereby responsible for
complying with all conditions. If total wetland fills for this project (now or in the future) exceed one acre, compensatory
mitigation may be required as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the
conditions listed in the attached certification.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must
act within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition conforming to Chapter
150B of the North Carolina General Statutes to the Office of Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-
7447. This certification and its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If you
have any questions, please telephone Mike Parker or Roger Edwards in our Asheville Regional Office at 828-251-6208 or
Cyndi Karoly at 919-733-9721.
Attachments
cc: Corps of Engineers Asheville Field Office
Asheville DWQ Regional Office
Central Files
File Copy
Odom & Associates, 152 East Main Street, Forest City, NC, 28043
011410
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
nin 7 ?1om i.....,...,? n'n -'n mono i.....% ?.w... in.n............a.. .... .._i.........u,..,,._i
MEMORANDUM
TO: John Dorney
Non-Discharge Branch
Regional Contact: Roger Edwards
WO Supervisor: Forrest Westall
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Laurel Lakes c/o Herman Sisk County RUTUERFORD
Project Number 01 1410 County2
Recvd From APP Region Asheville
Received Date 9/24/01 Recvd By Region
Project Type dam creation
Certificates Stream Stream Impacts (ft.)
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type -Type Impact Score Index Prim. Supp. Basin Req. Req.
39 Stream O Y O N F- 9-?3-tS F _(, F - X0.801. F__ 150.60 150.00
Mitigation Wetland
MitgationType Type Acres Feet
Is Wetland Rating Sheet Attached? O YO N Did you request more info? O Y ON
Have Project Changes/Conditions Been Discussed With Applicant? O Y O N
Is Mitigation required? O Y 0 N
Provided by Region: Latitude (ddmmss) 35 27 21
Recommendation: Q Issue O Issue/COnd O Deny
Longitude (ddmmss) 82 08 47
Comments:
No wetland impacted. Length of stream impacted by footprint of dam is 150 feet. Site will be
monitored during construction regarding footprint of dam compliance with regulations.
cc: Regional Office
Central Office Page Number 1
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LAUREL LAKES DAM DESIGN
BILL'S CREEK
LAKE LURE, NORTH CAROLINA
September, 2001
C&V
.p
Prepared by:
Odom
&Associates
Engineering, Inc.
152 East Main Street
Forest City, North Carolina 28043
01 1410
rT-
.? rri
rn ?

TABLE OF CONTENTS
' TABLE OF CONTENTS ............................................................................................................2
DAM BREACH STUDY ......................................................................................................... ..3
Overview ........................................................................................................................ ..3
' Results ............................................................................................................................ ..6
Dam Breach Hydrograph ............................................................................................... ..7
Road Culvert Discharge Capability 9
' Routed and Non-Routed Dam Breach Hydrograph ....................................................... 11
Dam Breach Water Elevation vs. Time ......................................................................... 13
DAM DESIGN SUPPORTING INFORMATION .......................................................................... 15
' Overview ........................................................................................................................ 15
2-Year SCS Discharge Hydrograph ............................................................................... 16
2-Year SCS Discharge Routed and Non-Routed Hydrographs ..................................... 18
Routed Water Elevation vs. Time, 2-Year Storm .......................................................... 20
1/3 PMP SCS Discharge Hydrograph ............................................................................22
1/3 PMP SCS Discharge Routed and Non-Routed Hydrographs ..................................24
Routed Water Elevation vs. Time, 1/3 PMP Storm .......................................................26
Pond Discharge Capability vs. Elevation ......................................................................28
......................................................................................
Anti-Flotation Calculations .30
' ....
EROSION CONTROL ADDENDUM ........................................................................................ .32
PCN APPLICATION FORM .................................................................................................. .3 5

1

2

To? Pw-
Overview
DAM BREACH STUDY
Rutherford County, North Carolina
The following report is a summary of information derived qualitatively and quantitatively
in simulating a dam breach along an unnamed tributary to Bill's Creek in Rutherford
County, North Carolina. The purpose of this study was to determine the hazard class of a
proposed dam along this creek. Although the size of the dam is known (the dam size
classification is small due to its <35 foot elevation, North Carolina Administrative Code,
Title 15A, Subchapter 2k, page 7), the hazard class of the dam was in question due to a
road that exists approximately 2000 feet downstream of the proposed dam site.
In order to classify the dam, it was necessary to discern whether-or-not the roadbed
would be overtopped with water in the occurrence of a dam breach. The existing road
has a culvert running underneath, but quantitative analysis must be done to determine if
the culvert is of sufficient size to carry the flow in question.
The first stage of this determination requires a "common sense" approach, i.e., visiting
the site and visually determining if any calculations are necessary. If the roadbed
elevation is higher than the top water elevation in the dam then no threat would exist. On
the other hand, if the roadbed is significantly lower than the top water elevation in the
dam combined with the minimal distance (2000 feet) from the dam, an overtopping
would be assured. In this instance, we would contact the North Carolina Department of
Transportation and acquire traffic counts for the road in question to enable us to classify
the dam's hazard class. Unfortunately in our case, there was no conclusive evidence to
support either argument. The roadbed elevation is somewhat lower than the top water
level in the proposed dam, but given the large floodplain area and significant culvert size
it seemed feasible that the road may not be impacted by a dam breach. In such a case, the
flow reaching the road must be determined by modeling the dam breach.
Several variables must be taken into account when modeling a breach including the depth
of the breach, the height of the breach, the volume of water contained in the reservoir,
water flowing into the reservoir and the most important component: time. Most breaches
in earthen dams are sudden and catastrophic. This is based on the theory of a continuing
erosive process of some form that undermines either the integrity of the soil (spillway
erosion) or the integrity of the structure itself (dam face erosion) that ultimately
compromises the dam's ability to resist the hydrologic pressures that exist on its surface.
Thus, instead of a steadily eroding earthen berm, you have a major structural failure
resulting in large sections of the dam being washed out in a short period of time.
Numerous modeling programs exist to model such a failure. However, many are not
user-friendly, and changing input data can be time consuming and cumbersome. In order
to model the breach mentioned in this study an alternative method was used to model the
breach and the resulting flows.
3

I

As mentioned above, the most critical factor in modeling a dam breach is time.
Depending on various dam characteristics such as size, material used, etc., a logical time
frame can be ascertained. In our case, the failure time frame is thirty (30) minutes. This
time frame was chosen after several conversations with Jim Lumas, a Dam Safety
Engineer with the North Carolina Land Quality division. Small-class dams, especially
with downstream obstacles, need to be modeled conservatively. These dams require the
least amount of technical design and safety factors, thus one would reason they stand the
highest chance of containing a possibly dangerous inconsistency in their
design/construction. Additional assumptions made for this dam failure can be found in
the following paragraphs.
In order to model the dam breach, a program was created that would allow certain areas
of the dam to "disintegrate" with respect to time. Being able to vary the time versus other
parameters is very useful in dam breach simulations. The output hydrograph generated
by this program can be found at the end of this document. Once the outflow hydrograph
was developed, the information was put into a water flow simulation program,
Hydroflow, to determine, if any, the impact on the downstream roadway. Results of this
analysis can also be found at the end of this document.
In developing a reliable program to determine the breach outflows, many variables had to
be considered. Since we have selected our time frame (30 minutes) we wanted to relate
each activity to a specified point in time during this time frame. In order to assure
longevity and usefulness of the program, the time to final dam failure can be changed per
the user's request. Next, we needed to discern the cross-sectional areas and depths to
calculate the volume of water contained in the reservoir. For our preliminary review we
simply used the contours on a quadrangle sheet. Once these cross sections with their
corresponding depths were determined, a formula had to be derived to calculate the
volumes held within each level. Further, an equation had to be derived to determine the
adjusted depth of water over time as a function of the outflow (lost water) due to the
breach. This is a complex, yet critical, aspect of the simulation since it determines the
outflow based on height above the "weir" (bottom failure plane).
For us to be able to calculate an outflow, four variables are required: the shape of the
weir (breach), the depth of the breach with respect to time, the width of the breach with
respect to time and the water level with respect to time. The selection of weir shape was
based on historical data of earthen dam failures. Earthen dams generally breach in a
trapezoidal shape, and for this study we chose the side slopes of our breach to be 1:1 (also
a standard configuration). Initially, a complex algorithm was used to model the dam
failure taking into account the larger footprint area, but this model was more of a slow
"erosive" failure than a quick "explosive" failure. Since this isn't representative of
typical earthen dam failures, a new algorithm was created to allow the breach depth and
width to increase linearly with time until total failure occurred. Once these algorithms
were in place, the initial flow and water level calculations could begin.
4

To calculate the flow, standard weir flow equations were combined to mimic the shape of
the breach. The two equations were for a standard rectangular sharp-crested weir, and the
second was a sharp-crested v-notch weir. When combined, these accurately simulate the
flow of water throu
h a tra
id
l
h
d
i
g
pezo
a
-s
ape
we
r. The next, and most complex step, was
to derive a relationship between the changing water level, breach width and breach depth
with respect to time. Each of these values must be independently calculated since their
values are not linear to one-another. To overcome this, an algorithm "loop" was
developed to constantly adjust the water surface level due to elevation lost from outflow
,
while at the same time discerning the breach width and depth at this given instant in time.
This was an extremely important relationship since the outflow over a trapezoidal weir is
exponentially related to the distance between the bottom of the weir (breach) and the
existing water elevation. Once this step was completed a conclusive hydrograph of the
breach flow could be determined. Note: the linear progression of the depth of the breach
should be sufficient to accurately predict the outflow of a short-period dam failure.
However, should the breach occur over an extended period of time a new algorithm
would be used to account for the widening cross-sectional area of the dam vs. depth of
the breach.
Since we now have the outflow hydrograph we can determine the impact of the flows on
downstream structures. As previously mentioned, the program Hydroflow was used to
' model the flow with respect to the roadway. Since only one dam size is being considered
for this project, our primary goal was to determine the hazard class of a 30-foot dam.
The results of the Hydroflow output can be found in the appendix of this document.

11

Results
As mentioned in the previous section, it was inconclusive whether-or-not the road would
be impacted by a dam breach from visual inspection alone. Thus, a mathematical model
of the flows resulting from a dam breach was created and executed, and these results
were then used in a water flow simulation program called Hydroflow.
' Often, we will perform the breach study on several different size dams, and then choose
the highest dam size that will result in a low hazard classification. In this case, however,
the owner chose a particular dam size and plans to construct it regardless of the
' classification. The dam height chosen is 30 feet.
After running several iterations of the various programs, the results were very conclusive.
The road will be overtopped by the breach flow at a depth of approximately 5.42 feet, and
since the traffic count is much greater than 250 cars/day the dam will fall within the high
hazard classification for small dams. The following pages display the supporting
calculations.

6

117
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n

Dam Breach Hydrograph
t

Hydrograph Plot
Hyd. No. 1
Sisk Dam Breach
Hydrograph type = Manual
Storm frequency = 500 yrs
Peak discharge
Time interval
English
= 6322.00 cfs
= 3 min
Total Volume = 4,391,280 cult
1 - Manual - 500 Yr - Qp = 6322.00 cfs
$oo
600
w
4000
CY
2000
0
0 10 20 30 40
Time (min)
/ Hyd. 1

Road Culvert Discharge Capability
9

1
-- 1
a?
c?
Sisk Main Roadway
D9
0 2000 4000 6000
Discharge (cfs)
8000
/ Total
/ Culv A
/ Culv B
/ Culy C
/ Culv D
Weir A
/ Weir B
/ Weir C
/ Weir D

Routed and Non-Routed Dam Breach Hydrograph

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Hydrograph Plot
Hyd. No. 3
Hydrograph type = Reservoir
Storm frequency = 500 yrs
Inflow hyd. No. = 2
Max. Elevation = 14.68 ft
Storage Indication method used.
English
Peak discharge = 6867.18 cfs
Time interval = 3 min
Reservoir name = Sisk Main Roadw
Max. Storage = 364,724 cuft
Total Volume = 4,391,276 cult
3 Reservoir - 500 Yr - Qp = 6867.18 cfs
8000
6000
4000
Cat i
2000
i
0
0 20 40 60 80 100
Time (min)
/ Hyd. 2 / Hyd. 3

n
Dam Breach Water Elevation vs. Time
Note: Top of Road elevation is assumed to be 10 feet
13
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i
Hydrograph Plot
Hyd. No. 3
Hydrograph type = Reservoir
Storm frequency = 500 yrs
Inflow hyd. No. = 2
Max. Elevation = 14.68 ft
Storage Indication method used.
English
Peak discharge = 6867.18 cfs
Time interval = 3 min
Reservoir name = Sisk Main Roadw
Max. Storage = 364,724 cuft
Total Volume = 4,391,276 cult
15
1
4)
MU
3 - Reservoir - 500 Yr - Max. El. = 14.68 ft

2
9

3
? I
I
i
0

0 2 0 4 0 6 0 8 0 it
Time (min)
0
n
DAM DESIGN SUPPORTING INFORMATION
' Overview
The following pages contain calculations necessary to design the primary and emergency
' spillway for the Laurel Lakes dam. This information includes the SCS Peak Discharges
for the 2-year and 1 /3 PMP storm, as well as routed hydrographs for both.

J

15
n

I
2-Year SCS Discharge Hydrograph
16
Hydrograph Plot
F
English
Hyd. No. 1
' Sisk Dam Design
Hydrograph type = SCS Runoff
' Storm frequency = 2 yrs
Drainage area = 316.00 ac
Basin Slope = 10.2%
Tc method = LAG
' Total precip. = 4.50 in
Storm duration = 24 hrs
1

I

Peak discharge = 74.42 cfs
Time interval = 6 min
Curve number = 55
Hydraulic length = 5111 ft
Time of conc. (Tc) = 72.2 min
Distribution = Type II
Shape factor = 484
Total Volume = 838,313 cult

I 2-Year SCS Discharge Routed and Non-Routed Hydrographs

18

Hydrograph Plot
Hyd. No. 2
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 1
Max. Elevation = 27.30 ft
English
Peak discharge = 13.96 cfs
Time interval = 6 min
Reservoir name = Sisk Pond
Max. Storage = 405,743 cuft
Storage Indication method used.
Total Volume = 834,083 cult
2 - Reservoir - 2 Yr - Qp = 13.96 cfs
car
/ Hyd. 1 / Hyd. 2
U 20 40 60 80 100
Time (hrs)

l

Routed Water Elevation vs. Time, 2-Year Storm
Note: Top of primary spillway is 26.0 feet, and top of emergency spillway is 28.5 feet.

1

20

Hydrograph Plot
Hyd. No. 2
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 1
Max. Elevation = 27.30 ft
Storage Indication method used.
English
Peak discharge = 13.96 cfs
Time interval = 6 min
Reservoir name = Sisk Pond
Max. Storage = 405,743 cuft
Total Volume = 834,083 cult
2 - Reservoir - 2 Yr - Max. El. = 27.30 ft
30.0-
I
29.2-
28.
4-
m
1-
27.6
26.
26.
60 80 100
Time (hrs)
i

i i

8
0

0 20 4 0

1/3 PMP SCS Discharge Hydrograph
Note: "1/3 PMP" was not a frequency that could be chosen in the program. Instead, state
rainfall information was manually entered and the title "100-year storm event" was
chosen. Therefore, the values reflect the 1/3 PMP even though it lists the storm event as
100-year.

I

22

i
Hydrograph Plot
English
Hyd. No. 3
Sisk Dam SCS 50-yr
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 316.00 ac
Basin Slope = 10.2%
Tc method = LAG
Total precip. = 10.00 in
Storm duration = 24 hrs
Peak discharge = 586.67 cfs
Time interval = 6 min
Curve number = 55
Hydraulic length = 5111 ft
Time of conc. (Tc) = 72.2 min
Distribution = Type II
Shape factor = 484
Total Volume = 4,773,819 cult
3 - SCS Runoff -100 Yr - Qp = 586.67 cfs
600
500
400
CY 300
C1
200
100
0
0 5 10 15 20 25 30
Time (hrs)
Hyd. 3

1/3 PMP SCS Discharge Routed and Non-Routed Hydrographs

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24

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Hydrograph Plot
Hyd. No. 4
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 3
Max. Elevation = 29.80 ft
English
Peak discharge = 481.84 cfs
Time interval = 6 min
Reservoir name = Sisk Pond
Max. Storage = 1,260,930 cuft
Storage Indication method used.
Total Volume = 4,768,966 cult
4 - Reservoir -100 Yr - Op = 481.84 cfs
600
i
500
400
4
300
200-
100-!
0
0 10 20 30 40 50
Time (hrs)
/ Hyd. 3 / Hyd. 4

t

1 Routed Water Elevation vs. Time, 113 PMP Storm
Note: Top of primary spillway is 26.0 feet, and top of emergency spillway is 28.5 feet.

26
i
Hydrograph Plot
English
Hyd. No. 4
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 3
Max. Elevation = 29.80 ft
Peak discharge = 481.84 cfs
Time interval = 6 min
Reservoir name = Sisk Pond
Max. Storage = 1,260,930 cuft
Storage Indication method used.
Total Volume = 4,768,966 cult
4 - Reservoir -100 Yr - Max. El. = 29.80 ft
30.
29.-
28.-
>
as
w 27.
26.8
26.
40 50
Time (hrs)
I
2
4
6 '
i
0

0 1 0 2 0 3 0

F1

I

I
Pond Discharge Capability vs. Elevation
28
i

Sisk Pond
2+
1A
0t
0 100 200 300 400 500
Discharge (cfs)
600
/ Total
/ Culy A
/ Culv B
/ Culy C
/ Culv D
Weir A
/ Weir B
/ Weir C
/ Weir D

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Anti-Flotation Calculations
30
i
Anti-Flotation Calculations
The following information is a calculation to determine the necessary area and weight required to offset the
buoyancy force of the standpipe in dam construction. The exact displacement is calculated and then a safety
factor is used to determine the final weight and concrete volume required. These calculations are based on the
average value of concrete density of 150 pcf.
In this scenario, the standpipe diameter is 24 inches with a total length of 26.5 feet. Below is the calculation of
the displaced water volume, weight of the water in pounds, and the cubic yards of concrete required to offset
this buoyancy force.
Displaced Water Volume
V = (Pi)(r2)(1) _
Weight of Displaced Water
W = (V)(density) =
Required Volume of Concrete
V= (weight)1(density)(27 cf/cy) =
(pi][1 ft][1 ft][26.5 f] = 83.3 cubic feet
[83.3 ct][62.4 pcf] = 5194.9 pounds
[5194.9 lbs]4150 pcf](27 cf/cy] = 1.2827 cubic yards
Now that we have the exact figure to offset the buoyancy force, we can now apply the chosen safety factor of
1.25 to determine the volume of concrete required.
V = (initial volume)(safety factor) = [1.2827 cy][1.25] = 1.6034 cubic yards
i

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I
EROSION CONTROL ADDENDUM
32
IIV. SEDIMENT TRAPS
'There will be ten temporary sediment traps utilized on the project. In accordance with Section 6.60 of the
reference, the temporary sediment traps are to be used below disturbed areas where the total drainage area is
less than 5 acres. They are sized for a volume of 1800 ft3/acre based on the disturbed area draining into the
Weir lengths are based on drainage area. All traps will have an effective depth of 2'. For improved
,basin.
efficiencies, larger surface areas are used with the following equation as guidance:

I
Surface Area (ac.) = (0.01) peak inflow rate (cfs).
Q Disturbed Drainage Min. Vol. Surface Vol. Width Length . Weir
cfs Area Ac. Area Ac. cu.ft. Areas .ft. Avail. cu.ft. ft (ft) ft
TSP #1 0.4 0.1 0.1 180 176 351 9 19 6
TSP #2 0.7 0.3 0.3 540 326 652 13 26 6
TSP #3 0.5 0.2 0.2 360 213 427 10 21 6
TSP #4 1.0 0.3 0.3 540 427 853 15 29 6
TSP #5 3.3 0.9 1.2 1566 1455 2911 27 54 7
TSP #6 5.6 0.8 2.0 1440 2459 4918 35 70 8
TSP #7 1.9 0.1 0.7 126 841 1681 21 41 7
TSP #8 4.1 0.7 1.4 1296 1769 3538 30 59 7
TSP #9 1.1 0.4 0.4 702 489 979 16 31 6
TSP #10 1.1 0.4 0.4 702 489 979 16 31 6

I

LUPPORTING CALCULATIONS
RUNOFF
r. Runoff was determined using the Rational Method as explained in the manual. We determined the acreage
contributing runoff using the Lake Lure Quadrangle Map. The value for the Runoff Coefficient (C) was
' taken from Table 8.03a in the manual. The land surrounding the dam construction is wooded and has a C
value of 0.20 and the existing streets have a C value of 0.70. A return period
curve for Asheville was used in the design. The governing equation is Q=C*I*A. Data for calculations is below:

C AREA ac I in/hr Q cfs
TSP #1 0.4 0.14 7.2 0.4
TSP #2 0.4 0.26 7.2 0.7
TSP #3 0.4 0.17 7.2 0.5
TSP #4 0.4 0.34 7.2 1.0
TSP #5 0.4 1.16 7.2 3.3
TSP #6 0.4 1.96 7.2 5.6
TSP #7 0.4 0.67 7.2 1.9
TSP #8 0.4 1.41 7.2 4.1
TSP #9 0.4 0.39 7.2 1.1
TSP #10 0.4 0.39 7.2 1.1

J

PCN APPLICATION FORM
35

nF
WATT,
QG
r

Pre-Construction Notification (PCN) Application Form .
For Section 404 and/or Section 10 Nationwide, Regional and General Permits, Section 401
General Water Quality Certifications, and Riparian Buffer and Watershed Buffer Rules
This form is to be used for projects qualifying for any of the U.S. Army Corps of Engineers' (USACE)
Nationwide, Regional or General Permits as required by Section 404 of the Clean Water Act and/or
Section 10 of the Rivers and Harbors Act, and for the North Carolina Division of Water Quality's
(DWQ) associated General 401 Water Quality Certifications. This form is also to be used for any
project requiring approval under any Riparian Buffer Rules implemented by the N.C. Division of Water
Quality. This form should not be used if you are requesting an Individual 404 Permit or Individual 401
Water Quality Certification. The USACE Individual Permit application form is available online at
http://www.saw.usace.aM.mil/wetlands/Perm_app htm.
The USACE is the lead regulatory agency. To review the requirements for the use of Nationwide,
' Regional or General permits, and to determine which permit applies to your project, please go to the
USACE website at http://www.saw.usace.army.mil/wetlands/regiour.htm, or contact one of the field
offices listed at the end of this application. The website also lists the responsible project manager for
' each county in North Carolina and provides additional information regarding the identification and
regulation of wetlands and waters of the U.S.

I

I
The DWQ issues a corresponding Certification (General or Individual), and cannot tell the applicant
which 401 Certification will apply until the 404 Permit type has been determined by the USACE.
Applicants are encouraged to visit DWQ's 401/Wetlands Unit website at
http://h2o.enr.state.nc.us/ncwetlands to read about current requirements for the 401 Water Quality
Certification Program and to determine whether or not Riparian Buffer Rules are applicable. The
applicant is also advised to read the full text of the General Certification (GC) matching the specific 404
Permit requested. In some cases, written approval for some General Certifications is not required,
provided that the applicant adheres to all conditions of the GC. Applicants lacking access to the internet
should contact DWQ's Central Office in Raleigh at [phone].
Trout Waters Coordination - Special coordination with the North Carolina Wildlife Resources
Commission (NCWRC) is also required for projects occurring in any of North Carolina's twenty-five
counties that contain trout waters. In such cases, the applicant should contact the appropriate NCWRC
regional coordinator (listed by county on the last page of this application).
Page 1 of 12

' CAMA Coordination - If the project occurs in any of North Carolina's twenty coastal counties (listed on
the last page of this application) the applicant should also contact the North Carolina Division of Coastal
' Management (DCM) at [phone]. DCM will determine whether or not the project involves a
designated Area of Environmental Concern, in which case DCM will act as the lead permitting agency.
In such cases, DCM will require a Coastal Area Management Act (CAMA) Permit and will coordinate
the 404/401 Permits.
USACE Permits Submit one copy of this form, along with supporting narratives, maps, data forms,
photos, etc. to the applicable USACE Regulatory Field Office (addresses are listed at the end of this
application). Upon receipt of an application, the USACE will determine if the application is complete as
soon as possible, not to exceed 30 days. This PCN form is designed for the convenience of the applicant
to address information needs for all USACE Nationwide, Regional or General permits, as well as
information required for State authorizations, certifications, and coordination. Fully providing the
information requested on this form will result in a complete application for any of the USACE
Nationwide, Regional or General permits. To review the minimum amount of information that must be
provided for a complete PCN for each USACE Nationwide permit, see Condition 13, 65 Fed.Reg. 12893
(March 9, 2000), available at http://www.saw.usace.army.mil/wetlands/nw-pfinalFedReg.pdf..
' Processing times vary by permit and begin once the application has been determined to be complete.
Please contact the appropriate regulatory field office for specific answers to permit processing periods.
' 401 Water Quality Certification or Buffer Rules - All information is required unless otherwise stated
as optional. Incomplete applications will be returned. Submit seven collated copies of all USACE
Permit materials to the Division of Water Quality, 401/Wetlands Unit, 1650 Mail Service Center,
Raleigh, NC, 27699-1650. If written approval is required or specifically requested for a 401
Certification, then a non-refundable application fee is required. In brief, if project impacts include less
than one acre of cumulative wetland/water impacts and less than 150 feet cumulative impacts to
' streams, then a fee of $200 is required. If either of these thresholds is exceeded, then a fee of $475 is
required. A check made out to the North Carolina Division of Water Quality, with the specific name of
the project or applicant identified, should be stapled to the front of the application package. For more
information, see the DWQ website at http://h2o.ehnr.state.nc.us/newetlands/fees.html. The fee must be
attached with the application unless the applicant is a federal agency in which case the check may be
issued from a separate office. In such cases, the project must be identifiable on the U.S. Treasury check
' so that it can be credited to the appropriate project. If written approval is sought solely for Buffer Rules,
the application fee does not apply, and the applicant should clearly state (in a cover letter) that only
Buffer Rule approval is sought in writing. Wetlands or waters of the U.S. may not be impacted prior to
issuance or waiver of a Section 401 Water Quality Certification. Upon receipt of a complete application
for a 401 Certification, the Division of Water Quality has 60 days to prepare a written response to the
applicant. This may include a 401 Certification, an on-hold letter pending receipt of additional
' requested information, or denial.

Page 2 of 12

Office Use Only: Form Version April 2001
USACE Action ID No. DWQ No. 011410
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
1. Processing

I

e

I
1. Check all of the approval(s) requested for this project:
® Section 404 Permit
? Section 10 Permit
® 401 Water Quality Certification
? Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested: Nationwide 39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: Herman Sisk
Mailing Address: 1199 US Highway 221A
Forest City, NC 28043

Telephone Number: [phone] Fax Number:
E-mail Address:
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name: Odom & Associates
Company Affiliation: Consulting Engineer
Mailing Address: 152 East Main Street
Forest City, North Carolina 28043

Telephone Number: [phone] Fax Number: [phone]
E-mail Address:
Page 3 of 12

' III. Project Information
' Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
' and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
' boundaries outlined. Plan drawings, or other maps may be included at the applicants discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 174nch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
' the project has been placed on hold until decipherable maps are provided.
1. Name of project: Laurel Lakes
' 2. T.I.P. Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN):
4. Location
' County: Rutherford Nearest Town: Lake Lure
Subdivision name (include phase/lot number): Laurel Lakes
Directions to site (include road numbers, landmarks, etc.): Highway 64 West turn right on
Bill's Creek Road. Site apex. One mile past Buffalo Shoals Road.

5. Site coordinates, if available (UTM or Lat/Long):
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
' 6. Describe the existing land use or condition of the site at the time of this application:
Currently the land is not used.

7. Property size (acres): 175
1 8. Nearest body of water (stream/river/sound/ocean/lake): Bill's Creek
9. River Basin: Broad
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.ne.us/admin/maps/.)

Page 4 of 12

10. Describe the purpose of the proposed work: To build a dam creating a pond for aesthetic
purposes
11. List the type of equipment to be used to construct the project: dozer, front end loader,
compactor
12. Describe the land use in the vicinity of this project: rural/residential
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
' V. Future Project Plans
Are any additional permit requests anticipated for this project in the future? If so, describe the
' anticipated work, and provide justification for the exclusion of this work from the current
application: N/A
' VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
' wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
' plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
Page 5 of 12

mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Wetland Impacts
Wetland Impact
Site Number
indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
es/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***
N/A

List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.gov.
List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)

List the total acreage (estimated) of existing wetlands on the property:
' Total area of wetland impact proposed:

2. Stream Impacts, including all intermittent and perennial streams
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name* * Average Width
of Stream
Before Impact Perennial or
Intermittent?
leasespecify)
1 Culvert 150 UT to Bill's Creek 3 ft. Perennial
2 Ponding 900 UT to Bill's Creek 3 ft. Perennial

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditchingistraightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the. nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 1050
Page 6 of 12

3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S.
Open Water Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
(acres) Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, cean, etc.)
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
4. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ® stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): dam/embankment
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): aesthetic
Size of watershed draining to pond: 316 Expected pond surface area: 6.93 acres
' VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
' information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The purpose of construction was for aesthetic purposes. No other options were possible to
' gain similar effects.

Page 7 of 12

VIII. Mitigation
' DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
' freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
' USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
' including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
' but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
' functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
' in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/stnnizide.html.
' 1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
' of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
' a separate sheet if more space is needed.

I
Page 8 of 12

2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
' will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at h!W://h2o.enr.state.nc.us/wrp/index.htm. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
' Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
' Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
' IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local)
' land?
Yes ? No ?
' If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
' coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
' If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
' It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
' justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
' Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
' Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
t
Page 9 of 12

1 Yes ? No ? If you answered "yes", provide the following information:
' Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.

Zone* Impact
(square feet) Multiplier Required
Mitigation
1 3
2 1.5
Total i I I
* Zone I extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 213 .0242 or .0260.
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
' Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
' XII. Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.

XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? . No ?
' Is this an after-the-fact permit application?
Yes ? ' No ?
Page 10 of 12

XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).

- / X'- C?)
ApplicanVAgent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
US Army Corps Of Engineers Field Offices and County Coverage
Asheville Regulatory Field Office Alexander Cherokee Iredell Mitchell
US Army Corps of Engineers Avery Clay Jackson Polk
151 Patton Avenue Buncombe Cleveland Lincoln Rowan
Room 208 Burke Gaston Macon Rutherford
Asheville, NC 28801-5006 Cabarrus Graham Madison Stanley
Telephone: [phone] Caldwell Haywood McDowell Swain
Fax: [phone] Catawba Henderson Mecklenburg Transylvania
Raleigh Regulatory Field Office Alamance Durham Johnston Rockingham
US Army Corps Of Engineers Alleghany Edgecombe Lee Stokes
6508 Falls of the Neuse Road Ashe Franklin Nash Surry
Suite 120 Caswell Forsyth Northampton Vance
Raleigh, NC 27615 Chatham Granville Orange Wake
Telephone: [phone] Davidson Guilford Person Warren
Fax: [phone] Davie Halifax Randolph Wilkes
Washington Regulatory Field Office Beaufort Currituck Jones
US Army Corps Of Engineers Bertie Dare Lenoir
Post Office Box 1000 Camden Gates Martin
Washington, NC 27889-1000 Carteret* Green Pamlico
Telephone: [phone] Chowan Hertford Pasquotank
Fax: [phone] Craven Hyde Perquimans
Wilmington Regulatory Field Office Anson Duplin Onslow
US Army Corps Of Engineers Bladen Harnett Pender
Post Office Box 1890 Brunswick Hoke Richmond
Wilmington, NC 28402-1890 Carteret Montgomery Robeson
Telephone: [phone] Columbus Moore Sampson
Pitt
Tyrrell
Washington
Wayne
Union
Watauga
Yancey
Wilson
Yadkin
*Croatan National Forest Only
I Page 11 of 12

1 Fax: [phone] Cumberland New Hanover Scotland
' US Fish and Wildlife Service / National Marine Fisheries Service
US Fish and Wildlife Service US Fish and Wildlife Service National Marine Fisheries Service
Raleigh Field Office Asheville Field Office Habitat Conservation Division
' Post Office Box 33726 160 Zillicoa Street Pivers Island
Raleigh, NC 27636-3726 Asheville, NC 28801 Beaufort, NC 28516
Telephone: [phone] Telephone: [phone] Telephone: [phone]
' N
th C
li
S
t
A
i
or
aro
na
ta
e
genc
es
Division of Water Quality Division of Water Quality State Historic Preservation Office
' 401 Wetlands Unit Wetlands Restoration Program Department Of Cultural Resources
1650 Mail Service Center 1619 Mail Service Center 4617 Mail Service Center
Raleigh, NC 27699-1650 Raleigh, NC 27699-1619 Raleigh, NC 27699-4617
t Telephone: [phone] Telephone: [phone] Telephone: [phone]
Fax: [phone] Fax: [phone] Fax: [phone]
CAMA and NC Coastal Counties
Division of Coastal Management Beaufort Chowan Hertford Pasquotank
' 1638 Mail Service Center Bertie Craven Hyde Pender
Raleigh, NC 27699-1638 Brunswick Currituck New Hanover Perquimans
Telephone: [phone] Camden Dare Onslow Tyrrell
' Fax: [phone] Carteret Gates Pamlico Washington
NCWRC and NC Trout Counties
' Western Piedmont Region Coordinator Alleghany Caldwell Watauga
3855 Idlewild Road Ashe Mitchell Wilkes
Kernersville, NC 27284-9180 Avery Stokes
' Telephone: [phone] Burke Surry
Mountain Region Coordinator Buncombe Henderson Polk
20830 Great Smoky Mtn. Expressway Cherokee Jackson Rutherford
' Waynesville, NC 28786 Clay Macon Swain
Telephone: [phone] Graham Madison Transylvania
Fax: [phone] Haywood McDowell Yancey

E

d

Page 12 of 12
1
1

C
I,
1
1

1

LAUREL LAKES DAM DESIGN
BILL'S CREEK
LAKE LURE, NORTH CAROLINA
September, 2001
to
r
14N??
qua`
0.11410
Prepared by: '
• Odom
&Associates
Engineering, Inc.
152 East Main Street
Forest City, North Carolina 28043 :?. "`

TABLE OF CONTENTS
' TABLE OF CONTENTS ............................................................................................................2
DAM BREACH STUDY ......................................................................................................... ..3
Overview ........................................................................................................................ ..3
Results ............................................................................................................................ ..6
Dam Breach Hydrograph ............................................................................................... ..7

' Road Culvert Discharge Capability ...............................................................................
Routed and Non-Routed Dam Breach Hydrograph ....................................................... ..9
11
Dam Breach Water Elevation vs. Time ......................................................................... 13
DAM DESIGN SUPPORTING INFORMATION .......................................................................... 15
Overview ........................................................................................................................ 15
2-Year SCS Discharge Hydrograph ............................................................................... 16
2-Year SCS Discharge Routed and Non-Routed Hydrographs .....................................
Routed Water Elevation vs. Time, 2-Year Storm .......................................................... 18
20
1/3 PMP SCS Discharge Hydrograph ............................................................................ 22

' 1/3 PMP SCS Discharge Routed and Non-Routed Hydrographs ..................................
Routed Water Elevation vs. Time, 1/3 PMP Storm ....................................................... 24
26
Pond Discharge Capability vs. Elevation ......................................................................28

' Anti-Flotation Calculations ...........................................................................................30
EROSION CONTROL ADDENDUM .........................................................................................32
PCN APPLICATION FORM ...................................................................................................35

F

1

DAM BREACH STUDY
Rutherford County, North Carolina
Overview
The following report is a summary of information derived qualitatively and quantitatively
in simulating a dam breach along an unnamed tributary to Bill's Creek in Rutherford
County, North Carolina. The purpose of this study was to determine the hazard class of a
proposed dam along this creek. Although the size of the dam is known (the dam size
classification is small due to its <35 foot elevation, North Carolina Administrative Code,
Title 15A, Subchapter 2k, page 7), the hazard class of the dam was in question due to a
road that exists approximately 2000 feet downstream of the proposed dam site.
In order to classify the dam, it was necessary to discern whether-or-not the roadbed
would be overtopped with water in the occurrence of a dam breach. The existing road
has a culvert running underneath, but quantitative analysis must be done to determine if
the culvert is of sufficient size to carry the flow in question.
The first stage of this determination requires a "common sense" approach, i.e., visiting
the site and visually determining if any calculations are necessary. If the roadbed
elevation is higher than the top water elevation in the dam then no threat would exist. On
the other hand, if the roadbed is significantly lower than the top water elevation in the
dam combined with the minimal distance (2000 feet) from the dam, an overtopping
would be assured. In this instance, we would contact the North Carolina Department of
Transportation and acquire traffic counts for the road in question to enable us to classify
the dam's hazard class. Unfortunately in our case, there was no conclusive evidence to
support either argument. The roadbed elevation is somewhat lower than the top water
level in the proposed dam, but given the large floodplain area and significant culvert size
it seemed feasible that the road may not be impacted by a dam breach. In such a case, the
flow reaching the road must be determined by modeling the dam breach.
Several variables must be taken into account when modeling a breach including the depth
of the breach, the height of the breach, the volume of water contained in the reservoir,
water flowing into the reservoir and the most important component: time. Most breaches
in earthen dams are sudden and catastrophic. This is based on the theory of a continuing
erosive process of some form that undermines either the integrity of the soil (spillway
erosion) or the integrity of the structure itself (dam face erosion) that ultimately
compromises the dam's ability to resist the hydrologic pressures that exist on its surface.
Thus, instead of a steadily eroding earthen berm, you have a major structural failure
resulting in large sections of the dam being washed out in a short period of time.
Numerous modeling programs exist to model such a failure. However, many are not
user-friendly, and changing input data can be time consuming and cumbersome. In order
to model the breach mentioned in this study an alternative method was used to model the
breach and the resulting flows.
3

i
As mentioned above, the most critical factor in modeling a dam breach is time.
Depending on various dam characteristics such as size, material used, etc., a logical time
frame can be ascertained. In our case, the failure time frame is thirty (30) minutes. This
time frame was chosen after several conversations with Jim Lumas, a Dam Safety
Engineer with the North Carolina Land Quality division. Small-class dams, especially
with downstream obstacles, need to be modeled conservatively. These dams require the
least amount of technical design and safety factors, thus one would reason they stand the
highest chance of containing a possibly dangerous inconsistency in their
design/construction. Additional assumptions made for this dam failure can be found in
the following paragraphs.
In order to model the dam breach, a program was created that would allow certain areas
of the dam to "disintegrate" with respect to time. Being able to vary the time versus other
parameters is very useful in dam breach simulations. The output hydrograph generated
by this program can be found at the end of this document. Once the outflow hydrograph
was developed, the information was put into a water flow simulation program,
Hydroflow, to determine, if any, the impact on the downstream roadway. Results of this
analysis can also be found at the end of this document.
In developing a reliable program to determine the breach outflows, many variables had to
be considered. Since we have selected our time frame (30 minutes) we wanted to relate
each activity to a specified point in time during this time frame. In order to assure
longevity and usefulness of the program, the time to final dam failure can be changed per
the user's request. Next, we needed to discern the cross-sectional areas and depths to
calculate the volume of water contained in the reservoir. For our preliminary review we
simply used the contours on a quadrangle sheet. Once these cross sections with their
corresponding depths were determined, a formula had to be derived to calculate the
volumes held within each level. Further, an equation had to be derived to determine the
adjusted depth of water over time as a function of the outflow (lost water) due to the
breach. This is a complex, yet critical, aspect of the simulation since it determines the
outflow based on height above the "weir" (bottom failure plane).
For us to be able to calculate an outflow, four variables are required: the shape of the
weir (breach), the depth of the breach with respect to time, the width of the breach with
respect to time and the water level with respect to time. The selection of weir shape was
based on historical data of earthen dam failures. Earthen dams generally breach in a
trapezoidal shape, and for this study we chose the side slopes of our breach to be 1:1 (also
a standard configuration). Initially, a complex algorithm was used to model the dam
failure taking into account the larger footprint area, but this model was more of a slow
"erosive" failure than a quick "explosive" failure. Since this isn't representative of
typical earthen dam failures, a new algorithm was created to allow the breach depth and
width to increase linearly with time until total failure occurred. Once these algorithms
were in place, the initial flow and water level calculations could begin.
4

' To calculate the flow, standard weir flow equations were combined to mimic the shape of
the breach. The two equations were for a standard rectangular sharp-crested weir, and the
second was a sharp-crested v-notch weir. When combined, these accurately simulate the
flow of water through a trapezoidal-shaped weir. The next, and most complex step, was
to derive a relationship between the changing water level, breach width and breach depth
with respect to time. Each of these values must be independently calculated since their
values are not linear to one-another. To overcome this, an algorithm "loop" was
developed to constantly adjust the water surface level due to elevation lost from outflow
,
while at the same time discerning the breach width and depth at this given instant in time.
This was an extremel
im
t
t
l
ti
hi
i
h
y
por
an
re
a
ons
p s
nce t
e outflow over a trapezoidal weir is
exponentially related to the distance between the bottom of the weir (breach) and the
existing water elevation. Once this step was completed a conclusive hydrograph of the
' breach flow could be determined. Note: the linear progression of the depth of the breach
should be sufficient to accurately predict the outflow of a short-period dam failure.
However, should the breach occur over an extended period of time a new algorithm
would be used to account for the widening cross-sectional area of the dam vs. depth of
the breach.
Since we now have the outflow hydrograph we can determine the impact of the flows on
downstream structures. As previously mentioned, the program Hydroflow was used to
model the flow with respect to the roadway. Since only one dam size is being considered
for this project, our primary goal was to determine the hazard class of a 30-foot dam.
The results of the Hydroflow output can be found in the appendix of this document.

Results
As mentioned in the previous section, it was inconclusive whether-or-not the road would
be impacted by a dam breach from visual inspection alone. Thus, a mathematical model
' of the flows resulting from a dam breach was created and executed, and these results
were then used in a water flow simulation program called Hydroflow.
' Often, we will perform the breach study on several different size dams, and then choose
the highest dam size that will result in a low hazard classification. In this case, however,
the owner chose a particular dam size and plans to construct it regardless of the
' classification. The dam height chosen is 30 feet.
After running several iterations of the various programs, the results were very conclusive.
The road will be overtopped by the breach flow at a depth of approximately 5.42 feet, and
since the traffic count is much greater than 250 cars/day the dam will fall within the high
hazard classification for small dams. The following pages display the supporting
calculations.

? 6
t

F,',

Dam Breach Hydrograph

Hydrograph Plot
English
Hyd. No. 1
Sisk Dam Breach
Hydrograph type = Manual Peak discharge = 6322.00 cfs
Storm frequency = 500 yrs Time interval = 3 min
Total Volume = 4,391,280 cult
1 - Manual - 500 Yr - Qp = 6322.00 cfs
8000-
600
4000
CY
2000
I
0
0 10 20 30 40
Time (min)
/ Hyd. 1

Road Culvert Discharge Capability
9

1
-- 1
a?
rn
c?
Sisk Main Roadway
Dt
0 2000 4000 6000
Discharge (cfs)
8000
/ Total
/ Culv A
/ Culy B
/ Culy C
/ Culv D
Weir A
/ Weir B
/ Weir C
/ Weir D

Routed and Non-Routed Dam Breach Hydrograph

r

11
i
i
Hydrograph Plot
English
Hyd. No. 3
Hydrograph type = Reservoir
Storm frequency = 500 yrs
Inflow hyd. No. = 2
Max. Elevation = 14.68 ft
Peak discharge = 6867.18 cfs
Time interval = 3 min
Reservoir name = Sisk Main Roadw
Max. Storage = 364,724 cuft
Storage Indication method used.
Total Volume = 4,391,276 cuft
3 - Reservoir - 500 Yr - Qp = 6867.18 cfs
8000
6000
4000
Cat
2000 60 80 100
Time (min)
/ Hyd. 2 / Hyd. 3

i

0 20 4
0 0

I

Dam Breach Water Elevation vs. Time
Note: Top of Road elevation is assumed to be 10 feet
13

Hydrograph Plot
English
Hyd. No. 3
Hydrograph type = Reservoir
Storm frequency = 500 yrs
Inflow hyd. No. = 2
Max. Elevation = 14.68 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 6867.18 cfs
= 3 min
= Sisk Main Roadw
= 364,724 cuft
Storage Indication method used.
Total Volume = 4,391,276 cult
15
1
m
w
3 - Reservoir - 500 Yr - Max. El. = 14.68 ft

2
9
6

3 i

i
I

0 2 0 4 0 6 0 8 0 ?r
Time (min)
0

DAM DESIGN SUPPORTING INFORMATION
Overview
The following pages contain calculations necessary to design the primary and emergency
' spillway for the Laurel Lakes dam. This information includes the SCS Peak Discharges
for the 2-year and 1/3 PMP storm, as well as routed hydrographs for both.

1

15

I
2-Year SCS Discharge Hydrograph
16

Hydrograph Plot
Hyd. No. 1
Sisk Dam Design
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 316.00 ac
Basin Slope = 10.2%
Tc method = LAG
Total precip. = 4.50 in
Storm duration = 24 hrs
English
Peak discharge = 74.42 cfs
Time interval = 6 min
Curve number = 55
Hydraulic length = 5111 ft
Time of conc. (Tc) = 72.2 min
Distribution = Type II
Shape factor = 484
Total Volume = 838,313 cult
1 - SCS Runoff - 2 Yr - Qp = 74.42 cfs
nn
C?
VV _
60
40
20
0

0 5 1 0 15 2 0 2.5 3i
Time (hrs)
/ Hyd. 1

E

2-Year SCS Discharge Routed and Non-Routed Hydrographs

18

i
Hydrograph Plot
English
Hyd. No. 2
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 1
Max. Elevation = 27.30 ft
Peak discharge = 13.96 cfs
Time interval = 6 min
Reservoir name = Sisk Pond
Max. Storage = 405,743 cuft
Storage Indication method used.
Total Volume = 834,083 cult

n
u
I I

C
Routed Water Elevation vs. Time, 2 -Year Storm
Note: Top of primary spillway is 26.0 feet, and top of emergency spillway is 28.5 feet.

n

20
1

Hydrograph Plot
English
Hyd. No. 2
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 1
Max. Elevation = 27.30 ft
Peak discharge = 13.96 cfs
Time interval = 6 min
Reservoir name = Sisk Pond
Max. Storage = 405,743 cuft
Storage Indication method used.
Total Volume = 834,083 cuft
2 - Reservoir - 2 Yr - Max. El. = 27.30 ft
30.0-
29.2-
C 28.4
>
m
w 27.-
26.8-
26.0'
0 60 80 100
Time (hrs)

i
6

0 2 0 4
I
I

J
' 1/3 PMP SCS Discharge Hydrograph
Note: "1/3 PMP" was not a frequency that could be chosen in the program. Instead, state
rainfall information was manually entered and the title "100-year storm event" was
chosen. Therefore, the values reflect the 1/3 PMP even though it lists the storm event as
100-year.

22

1
1
1
1
1
1
1
Hydrograph Plot
English
Hyd. No. 3
Sisk Dam SCS 50-yr
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 316.00 ac
Basin Slope = 10.2%
Tc method = LAG
Total precip. = 10.00 in
Storm duration = 24 hrs
Peak discharge = 586.67 cfs
Time interval = 6 min
Curve number = 55
Hydraulic length = 5111 ft
Time of conc. (Tc) = 72.2 min
Distribution = Type II
Shape factor = 484
Total Volume = 4,773,819 cult
3 - SCS Runoff -100 Yr - Qp = 586.67 cfs
600
50
400
w
300
C1
200
100
0
0 5 10 15 20 25 30
Time (hrs)
/ Hyd. 3

1/3 PMP SCS Discharge Routed and Non-Routed Hydrographs

F_

1
24

Hydrograph Plot
English
Hyd. No. 4
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 3
Max. Elevation = 29.80 ft
Peak discharge = 481.84 cfs
Time interval = 6 min
Reservoir name = Sisk Pond
Max. Storage = 1,260,930 cuft
Storage Indication method used.
Total Volume = 4,768,966 cult
4 - Reservoir -100 Yr - Qp = 481.84 cfs
600
500
400
300
i ?
i
200-
100-
i
0,
0 1,0 20 30 40 50
Time (hrs)
/ Hyd. 3 / Hyd. 4

' Routed Water Elevation vs. Time, 1/3 PMP Storm
Note: Top of primary spillway is 26.0 feet, and top of emergency spillway is 28.5 feet.

26

i
Hydrograph Plot
English
Hyd. No. 4
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 3
Max. Elevation = 29.80 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 481.84 cfs
= 6 min
= Sisk Pond
= 1,260,930 cult
Storage Indication method used.
Total Volume = 4,768,966 cult
4 - Reservoir -100 Yr - Max. E1. = 29.80 ft
30.0-
29.2-
28.
d
w 27 6
26.8
26.0
i
Time (hrs)

4

0 10 2 0 3 0 4 0 50

J

I

Pond Discharge Capability vs. Elevation
28

Sisk Pond
4
/ Total
3 / Culv A
/ Culv B
2 / Culv C
CO / Culv D
1 Weir A
/ Weir B
0 / Weir C
0 100 200 300 400 500 600 / Weir D
Discharge (cfs)

E

7

CI'

Anti-Flotation Calculations
30

i
Anti-Flotation Calculations
The following information is a calculation to determine the necessary area and weight required to offset the
buoyancy force of the standpipe in dam construction. The exact displacement is calculated and then a safety
factor is used to determine the final weight and concrete volume required. These calculations are based on the
average value of concrete density of 150 pcf.
In this scenario, the standpipe diameter is 24 inches with a total length of 26.5 feet. Below is the calculation of
the displaced water volume, weight of the water in pounds, and the cubic yards of concrete required to offset
this buoyancy force.
Displaced Water Volume
V = (Pi)(r2)(1) _
Weight of Displaced Water
W = (V)(density) =
Required Volume of Concrete
V = (weight)/(density)(27 cf/cy) =
(pi][1 ft][1 ft][26.5 ft] = 83.3 cubic feet
[83.3 cf](62.4 pcf] = 5194.9 pounds
[5194.9 lbs]/(150 pcf][27 cf/cy] = 1.2827 cubic yards
Now that we have the exact figure to offset the buoyancy force, we can now apply the chosen safety factor of
1.25 to determine the volume of concrete required.
V = (initial volume)(safety factor) = [1.2827 cy][1.251 = 1.6034 cubic yards

s
u

7
EROSION CONTROL ADDENDUM
32
IIV. SEDIMENT TRAPS
There will be ten temporary sediment traps utilized on the project. In accordance with Section 6.60 of the
'reference, the temporary sediment traps are to be used below disturbed areas where the total drainage area is
less than 5 acres. They are sized for a volume of 1800 ft3/acre based on the disturbed area draining into the
Weir lengths are based on drainage area. All traps will have an effective depth of 2'. For improved
,basin.
efficiencies, larger surface areas are used with the following equation as guidance:

I
Surface Area (ac.) = (0.01) peak inflow rate (cfs).
Q Disturbed Draina a Min. Vol. Surface Vol. Width Length . Weir
cfs Area Ac. Area Ac. cu.ft. Areas .ft. Avail. cu.ft. ft ft (I
TSP #1 0.4 0.1 0.1 180 176 351 9 19 6
TSP #2 0.7 0.3 0.3 540 326 652 13 26 6
TSP #3 0.5 0.2 0.2 360 213 427 10 21 6
TSP #4 1.0 0.3 0.3 540 427 853 15 29 6
TSP #5 3.3 0.9 1.2 1566 1455 2911 27 54 7
TSP #6 5.6 0.8 2.0 1440 2459 4918 35 70 8
TSP #7 1.9 0.1 0.7 126 841 1681 21 41 7
TSP #8 4.1 0.7 1.4 1296 1769 3538 30 59 7
TSP #9 1.1 0.4 0.4 702 489 979 16 31 6
TSP #10 1.1 0.4 0.4 702 489 979 16 31 6

n

7

LUPPORTING CALCULATIONS
RUNOFF
Runoff was determined using the Rational Method as explained in the manual. We determined the acreage
contributing runoff using the Lake Lure Quadrangle Map. The value for the Runoff Coefficient (C) was
' taken from Table 8.03a in the manual. The land surrounding the dam construction is wooded and has a C
value of 0.20 and the existing streets have a C value of 0.70. A return period
curve for Asheville was used in the design. The governing equation is Q=C*I*A. Data for calculations is below:

L

1

J
F I

C AREA ac I in/hr Q cfs
TSP #1 0.4 0.14 7.2 0.4
TSP #2 0.4 0.26 7.2 0.7
TSP #3 0.4 0.17 7.2 0.5
TSP #4 0.4 0.34 7.2 1.0
TSP #5 0.4 1.16 7.2 3.3
TSP #6 0.4 1.96 7.2 5.6
TSP #7 0.4 0.67 7.2 1.9
TSP #8 0.4 1.41 7.2 4.1
TSP #9 0.4 0.39 7.2 1.1
TSP #10 0.4 0.39 7.2 1.1
H

E

PCN APPLICATION FORM
35

J9040
aF
WATF?4
QG
?r

Pre-Construction Notification (PCN) Application Form .
For Section 404 and/or Section 10 Nationwide, Regional and General Permits, Section 401
General Water Quality Certifications, and Riparian Buffer and Watershed Buffer Rules
This form is to be used for projects qualifying for any of the U.S. Army Corps of Engineers' (USACE)
Nationwide, Regional or General Permits as required by Section 404 of the Clean Water Act and/or
Section 10 of the Rivers and Harbors Act, and for the North Carolina Division of Water Quality's
(DWQ) associated General 401 Water Quality Certifications. This form is also to be used for any
project requiring approval under any Riparian Buffer Rules implemented by the N.C. Division of Water
Quality. This form should not be used if you are requesting an Individual 404 Permit or Individual 401
Water Quality Certification. The USACE Individual Permit application form is available online at
http://www.saw.usace.aMy.mil/wetlands/Perm app htm.
The USACE is the lead regulatory agency. To review the requirements for the use of Nationwide,
Regional or General permits, and to determine which permit applies to your project, please go to the
USACE website at http://www.saw.usace.army.mil/wetlands/re?x-tour.htm, or contact one of the field
offices listed at the end of this application. The website also lists the responsible project manager for
1 each county in North Carolina and provides additional information regarding the identification and
regulation of wetlands and waters of the U.S.

The DWQ issues a corresponding Certification (General or Individual), and cannot tell the applicant
which 401 Certification will apply until the 404 Permit type has been determined by the USACE.
Applicants are encouraged to visit DWQ's 401/Wetlands Unit website at
http://h2o.enr.state.nc.us/ncwetlands to read about current requirements for the 401 Water Quality
Certification Program and to determine whether or not Riparian Buffer Rules are applicable. The
applicant is also advised to read the full text of the General Certification (GC) matching the specific 404
Permit requested. In some cases, written approval for some General Certifications is not required,
provided that the applicant adheres to all conditions of the GC. Applicants lacking access to the internet
should contact DWQ's Central Office in Raleigh at [phone].
Trout Waters Coordination - Special coordination with the North Carolina Wildlife Resources
Commission (NCWRC) is also required for projects occurring in any of North Carolina's twenty-five
counties that contain trout waters. In such cases, the applicant should contact the appropriate NCWRC
regional coordinator (listed by county on the last page of this application).
Page 1 of 12

J

I

CAMA Coordination - If the project occurs in any of North Carolina's twenty coastal counties (listed on
the last page of this application) the applicant should also contact the North Carolina Division of Coastal
Management (DCM) at [phone]. DCM will determine whether or not the project involves a
designated Area of Environmental Concern, in which case DCM will act as the lead permitting agency.
In such cases, DCM will require a Coastal Area Management Act (CAMA) Permit and will coordinate
the 404/401 Permits.
USACE Permits - Submit one copy of this form, along with supporting narratives, maps, data forms,
photos, etc. to the applicable USACE Regulatory Field Office (addresses are listed at the end of this
application). Upon receipt of an application, the USACE will determine if the application is complete as
soon as possible, not to exceed 30 days. This PCN form is designed for the convenience of the applicant
to address information needs for all USACE Nationwide, Regional or General permits, as well as
information required for State authorizations, certifications, and coordination. Fully providing the
information requested on this form will result in a complete application for any of the USACE
Nationwide, Regional or General permits. To review the minimum amount of information that must be
provided for a complete PCN for each USACE Nationwide permit, see Condition 13, 65 Fed.Reg. 12893
(March 9, 2000), available at http://www.saw.usace.army.mil/wetlands/nMfmalFedReg.pdf.
Processing times vary by permit and begin once the application has been determined to be complete.
Please contact the appropriate regulatory field office for specific answers to permit processing periods.
401 Water Quality Certification or Buffer Rules - All information is required unless otherwise stated
as optional. Incomplete applications will be returned. Submit seven collated copies of all USACE
Permit materials to the Division of Water Quality, 401/Wetlands Unit, 1650 Mail Service Center,
Raleigh, NC, 27699-1650. If written approval is required or specifically requested for a 401
Certification, then a non-refundable application fee is required. In brief, if project impacts include less
than one acre of cumulative wetland/water impacts and less than 150 feet cumulative impacts to
streams, then a fee of $200 is required. If either of these thresholds is exceeded, then a fee of $475 is
required. A check made out to the North Carolina Division of Water Quality, with the specific name of
the project or applicant identified, should be stapled to the front of the application package. For more
information, see the DWQ website at httl2:Hh2o.ehnr.state.nc.us/ncwetlands/fees.html. The fee must be
attached with the application unless the applicant is a federal agency in which case the check may be
issued from a separate office. In such cases, the project must be identifiable on the U.S. Treasury check
so that it can be credited to the appropriate project. If written approval is sought solely for Buffer Rules,
the application fee does not apply, and the applicant should clearly state (in a cover letter) that only
Buffer Rule approval is sought in writing. Wetlands or waters of the U.S. may not be impacted prior to
issuance or waiver of a Section 401 Water Quality Certification. Upon receipt of a complete application
for a 401 Certification, the Division of Water Quality has 60 days to prepare a written response to the
applicant. This may include a 401 Certification, an on-hold letter pending receipt of additional
requested information, or denial.
Page 2 of 12

Office Use Only: Form Version April 2001
USACE Action ID No. DWQ No. 011410
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
' leaving the space blank.
I. Processing

I
1. Check all of the approval(s) requested for this project:
® Section 404 Permit
? Section 10 Permit
® 401 Water Quality Certification
? Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested: Nationwide 39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: Herman Sisk
Mailing Address: 1199 US Highway 221A
Forest City, NC 28043
Telephone Number: [phone] Fax Number:
E-mail Address:
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name: Odom & Associates
Company Affiliation: Consulting Engineer
Mailing Address: 152 East Main Street
Forest City, North Carolina 28043
Telephone Number: [phone] Fax Number: [phone]
E-mail Address:
Page 3 of 12

III. Project Information
' Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
' and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17=inch format;
t however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
' the project has been placed on hold until decipherable maps are provided.
1. Name of project: Laurel Lakes
' 2. T.I.P. Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN):
4. Location
' County: Rutherford Nearest Town: Lake Lure
Subdivision name (include phase/lot number): Laurel Lakes
Directions to site (include road numbers, landmarks, etc.): Highway 64 West turn right on
Bill's Creek Road. Site apex. One mile past Buffalo Shoals Road.

5. Site coordinates, if available (UTM or Lat/Long):
' (Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
' 6. Describe the existing land use or condition of the site at the time of this application:
Currently the land is not used.

7. Property size (acres): 175
' 8. Nearest body of water (stream/river/sound/ocean/lake): Bill's Creek
9. River'Basin: Broad
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)

Page 4 of 12

' 10. Describe the purpose of the proposed work: To build a dam creating a and for aesthetic
' purposes
11. List the type of equipment to be used to construct the project: dozer, front end loader,
' compactor
12. Describe the land use in the vicinity of this project: rural/residential
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
' the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
' certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
' construction schedules.
N/A
' V. Future Project Plans
Are any additional permit requests anticipated for this project in the future? If so, describe the
' anticipated work, and provide justification for the exclusion of this work from the current
application: N/A
' VI. Proposed Impacts to Waters of the United States/Waters of the State

FJ
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
Page 5 of 12

mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Wetland Impacts
Wetland Impact
Site Number
indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
es/no Distance to
Nearest Stream
(linear feet)
Type of Wetland***
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at hqp://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of existing wetlands on the property:
Total area of wetland impact proposed:
2. Stream Impacts, including all intermittent and perennial streams
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Im act Perennial or
Intermittent?
leasespecify)
1 Culvert 150 UT to Bill's Creek 3 ft. Perennial
2 Ponding 900 UT to Bill's Creek 3 ft. Perennial

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the. nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.uses. ov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mgguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 1050
Page 6 of 12

3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S.
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, cean, etc.
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
' flooding, drainage, bulkheads, etc.
4. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ® stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): dam/embankment
' Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): aesthetic
' Size of watershed draining to pond: 316 Expected pond surface area: 6.93 acres
' VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
' information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The purpose of construction was for aesthetic purposes. No other options were possible to
' gain similar effects

Page 7 of 12

VIII. Mitigation
' DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
' USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
' including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
' but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
' functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
' for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
' in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strmgide.html.
' 1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
' of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
' a separate sheet if more space is needed.

I
Page 8 of 12

2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
' will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at hgp://h2o.enr.state.nc.us/wrp/index.htm. If
' use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
' Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
' Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
' IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local)
' land?
Yes ? No ?
' If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
' coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
' If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (DWQOnly)
' It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
' justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
' Will the 'project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Page 9 of 12

I Yes ? No ? If you answered "yes", provide the following information:
' Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
? w.
MI.

E
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 3
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from near bank of channel; "Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No ?
Is this an after-the-fact permit application?
Yes ? ' No ?
Page 10 of 12

XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).

- / X'-- C?)
ApplfcanVAgent's Signature v? Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
US Army Corps Of Engineers Field Offices and County Coverage
Asheville Regulatory Field Office Alexander Cherokee Iredell Mitchell
US Army Corps of Engineers Avery Clay Jackson Polk
151 Patton Avenue Buncombe Cleveland Lincoln Rowan
Room 208 Burke Gaston Macon Rutherford
Asheville, NC 28801-5006 Cabarrus Graham Madison Stanley
Telephone: [phone] Caldwell Haywood McDowell Swain
Fax: [phone] Catawba Henderson Mecklenburg Transylvania
Raleigh Regulatory Field Office Alamance Durham Johnston Rockingham
US Army Corps Of Engineers Alleghany Edgecombe Lee Stokes
6508 Falls of the Neuse Road Ashe Franklin Nash Surry
Suite 120 Caswell Forsyth Northampton Vance
Raleigh, NC 27615 Chatham Granville Orange Wake
Telephone: [phone] Davidson Guilford Person Warren
Fax: [phone] Davie Halifax Randolph Wilkes
Washington Regulatory Field Office Beaufort Currituck Jones
US Army Corps Of Engineers Bertie Dare Lenoir
Post Office Box 1000 Camden Gates Martin
Washington, NC 27889-1000 Carteret* Green Pamlico
Telephone: [phone] Chowan Hertford Pasquotank
Fax: [phone] Craven Hyde Perquimans
Wilmington Regulatory Field Office
' US Army Corps Of Engineers
Post Office Box 1890
Wilmington, NC 28402-1890
Telephone: [phone]

Anson Duplin Onslow
Bladen Harnett Pender
Brunswick Hoke Richmond
Carteret Montgomery Robeson
Columbus Moore Sampson
Page 11 of 12
Pitt
Tyrrell
Washington
Wayne
Union
Watauga
Yancey
Wilson
Yadkin
*Croatan National Forest Only

I Fax: [phone] Cumberland New Hanover Scotland
US Fish and Wildlife Service / National Marine Fisheries Service

US Fish and Wildlife Service US Fish and Wildlife Service National Marine Fisheries Service
Raleigh Field Office Asheville Field Office Habitat Conservation Division
' Post Office Box 33726 160 Zillicoa Street Pivers Island
Raleigh, NC 27636-3726 Asheville, NC 28801 Beaufort, NC 28516
Telephone: [phone] Telephone: [phone] Telephone: [phone]
North Carolina State Agencies
Division of Water Quality Division of Water Quality State Historic Preservation Office
' 401 Wetlands Unit Wetlands Restoration Program Department Of Cultural Resources
1650 Mail Service Center 1619 Mail Service Center 4617 Mail Service Center
Raleigh, NC 27699-1650 Raleigh, NC 27699-1619 Raleigh, NC 27699-4617
Telephone: [phone] Telephone: [phone] Telephone: [phone]
Fax: [phone] Fax: [phone] Fax: [phone]
CAMA and NC Coastal Counties

' Division of Coastal Management
1638 Mail Service Center Beaufort
Bertie Chowan
Craven Hertford
H
de Pasquotank
Pender
Raleigh, NC 27699-1638 Brunswick Currituck y
New Hanover Perquimans
Telephone: [phone] Camden Dare Onslow Tyrrell
Fax: [phone] Carteret Gates Pamlico Washington
NCWRC and NC Trout Counties
' Western Piedmont Region Coordinator Alleghany Caldwell Watauga
3855 Idlewild Road Ashe Mitchell Wilkes
Kernersville, NC 27284-9180 Avery Stokes
Telephone: [phone] Burke Surry
Mountain Region Coordinator Buncombe Henderson Polk
20830 Great Smoky Mtn. Expressway Cherokee Jackson Rutherford
Waynesville, NC 28786 Clay Macon Swain
Telephone: [phone] Graham Madison Transylvania
Fax: [phone] Haywood McDowell Yancey

Ci

Page 12 of 12
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LVAT SASSOCIateS MIM Engineering, Inc.
P.O. BOX 1787
1 INCH = 50 FEET SHELBY, N.C. 28151
704-484-3778
DA7B- 08-19-01
W DRAWING NO 01040
SHEET 1 OF 2

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NOTE:
ANGLE IRON STRUCTURE TO BE
CAST APPROXIMATELY 1' INTO THE
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FRONT VIEW TOP VIEW WITH RISER AND
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2x for fiter materials. 1. ALL CONCRETE SHALL BE 4000 PSI MINIMUM. 2. REINFORCEMENT STEEL SHALL MEET ASTM-A615 GRADE 60 WITH 2"
P+Pe ~ MINIMUM CLEARANCE.
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54", 60", 72" N0. 4, NO. 5 16000 105" 161" 60" 90" 48" 90" 704-484-3778
SAND FILTER PRECAST CONCRETE HEADWALL DAM 08-13-01
NTS 1DItAWM NO. 01040
SHEET 2 OF 2

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I I I RLT &Associates Engineering, Inc.
P.O. BOX 1787
1 INCH = 50 FEET SHELBY, N.C. 28151
704-484-3778
DATE 08-13-01
Q~ DRAWIB(i NO. 01040
SHEET 1 OF 2

FRONT VIEW
TRASH
SCREEN
TRASH
VERTICAL SCALE- 1" =10' HORIZONTAL SCALE- 1" =20'
3" ANGL
SUPPORT BRACKETS FOR
VALVE CRANK
24" RISER
ANTI—
TEX
FLES
TOP VIEW WITH RISER AND
ANTI—VORTEX BAFFLES
3.3
FRONT VIEW
R
TOP VIEW
NOTE:
ANGLE IRON STRUCTURE TO BE
CAST APPROXIMATELY 1' INTO THE
RISER ANCHOR BLOCK.
RACK DETAIL RISER SUPPORT DETAIL
NTS NTS
3'
FII TFR DIAPHRAGM—Use o fine
SAND FILTER
NTS
F:4►
D
6" i -.10—
NOTES:
1. ALL CONCRETE SHALL BE 4000 PSI MINIMUM.
2. REINFORCEMENT STEEL SHALL MEET ASTM—A615 GRADE 60 WITH 2"
MINIMUM CLEARANCE.
INSIDE PIPE
DIAMETER
REINF.
LBS.
W1
W2
H1
H2
D
E
12", 15% 18"
NO. 4
2060
44"
64"
23"
42 1/2-
18 1/2-
27-
7"21",
21 ",24"
NO. 4
3100
50"
85"
31"
56"
24"
33"
27", 30", 36"
NO. 4
5940
64"
108"
41"
72"
36"
49"
42", 48"
NO. 4
8040
79"
150"
52"
79"
40"
64"
54", 60", 72"
N0. 4, NO. 51160001
105"
1161"
1 60"
1 90"
1 48"
1 90"
PRECAST CONCRETE HEADWALL
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SHEET 2 OF 2